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HomeMy WebLinkAboutBLD2022-00463 SFR - BLD Inspections - 4/23/2025 6(-DZU c.L-CZ-7%Co 7 _7,W ?F( t?AnWclfge Dr rJtJ MIS A TE KWAACT RE iD 4019--- ,y fi Dabs BY E---s RphVi� i3a IRY kaeri=-D*tD BY x-> DY — s�usx i t x i INSULATION B3 I81�� -7Gi� osr�ax,ec_ - E�y FRE DEPARTMENT Fps j C� By > MCKS FRAWNG is Date BY PLUMBING � . sy Grwlcld;v— is 3Y OTHER llypit �;s Tlf9C5� i ALL By t Firs scpa aam F I i 1 G T[ON l Esy Data Bg BY R Iris Tye of ksp- Fall i O� SAACkS c�AsS ZZ. ZA f rKf I ��rs�zz- av�� I0�.6 •. pA'S,s !o-�F It ��E1) • u-61�s�4�•, A4I hL-crwar-GI I VA c - 1E� Ptc <� • I s MASON COUNTY 615 W.Alder St.Bldg 8,SHELTON,WA 98584 COMMUNITY SERVICES SHELTON:360-427-9670, EXT 352 �. BELFAIR: 360-275-4467, EXT 352 \' Building,Planning,Environmental Health,Community Health ELMA: 360-482-5269, EXT 352 www.co.mason.wa.us INSPECTION CARD AND CERTIFICATE OF OCCUPANCY" To schedule an inspection call or visit http://www.co.mason.wa.us/community-services/bid-inspection Permit Number BLD2022-00463 Date Issued 09/02/2022 Issued B Project NEW SFR W/ATTACHED GARAGE Site Address 881 Partridge Dr NW Applicant MORSS COREY&JESSICA Contractor Contractor Phone Primary Code UPC IBC, IRC, IFC, IEC,IMC,& Type Permit Type NEW SINGLE FAMILY RESIDENCE Occupancy -APPROVED PLANS MUST BE ONSITE FOR ALL INSPECTIONS. -DO NOT PROCEED BEYOND EACH STAGE OR COVER WORK UNTIL APPROVAL IS GRANTED. -THIS CARD MUST BE POSTED IN A CONSPICUOUS LOCATION, FRONT OF THE PREMISES IS BEST FOR MAKING ENTRY. -ALL PERMITS EXPIRE 180 DAYS AFTER THE PERMIT IS ISSUED OR 180 DAYS AFTER DATE OF LAST INSPECTION. -OWNER/AGENT IS RESPONSIBLE FOR REQUESTING ALL INSPECTIONS THROUGH FINAL INSPECTION. "THIS STRUCTURE MAY NOT BE USED OR OCCUPIED UNTIL ALL APPROVALS ARE GRANTED.— PRIOR TO CALLING FOR FINAL INSPECTION,ALL CONDITIONS OF THE PERMIT MUST BE MET Public Works Access/Driveway Other Health Septic Well Deptartment Planning Site Inspection Department Fire Marshall Fire Apparatus Access Fire Sprinkler Auto Fire Alarm Hood and Duct Other Final Building Department Building Official: Community Services Designee Concrete Setbacks /?j 22 Slab Footing Perimeter Z Z Point load Footing 2 2 Footing Interior Footing Decks/Porches Foundation Stem Walls ,2,7.2 Z bEC_ Other Rough-In Groundwork Plumbing Framing Groundwork Mechanical Plumbing Groundwork Gas Pipe Mechanical Gas Piping Shear Wall Nailing Underfloor Other Insulation Slab Ceiling Floor Vaulted Ceiling Walls Vapor Barrier Other Wallboard Interior Wall Brace Panels Fire Walls Nailing Other Final Building Manufactured Setbacks Setup Home Concrete Foot/Runners Final Other �`r�s ��;l I��3IZ2 Tc4 pki-vs 0 k. Sc<. f1�_ �ho,Ls �cva✓ ��/�/� i • MASON COUNTY 360427-9670 Shelton ext.352 COMMUNITY SERVICES 36 60-482-52 Be lm ext.352 360-482-5269 Elma ext.352 Building, Planning, Environmental Health,Community Health 615 W.Alder St. Bldg.8 - Shelton,WA 98584 www.co.mason.wa.us CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: &D 20 22 - 00'449 5 ADDRESS/LOCATION: 881 PeA r-1riAQ D1g�C�c FINDINGS: X�3) pb!4Lnad gn"R ,S -551—M Wave S *i-.y &102.r- i tyaq \ n b rw► S��cil �hy�oS !fie rm �.,r��Ua.r� Items listed above must be corrected to gain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. ❑ Call for re-inspection when corrections are made before proceeding with any further work. ❑ Make corrections, items will be checked on the next inspection. ® OK to <e,jjQjn jjyS Date: U/3/Y.Z ❑ Please contact our office regarding possible Department: BL D structural damage incurred by recent Inspector: "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC 14.12 • MASON COUNTY 360-427-9670 Shelton ext.352 COMMUNITY SERVICES 36 60 40-275-84467 5269 Elma ext.352 Building,Planning,Environmental Health,Community Health 615 W.Alder St. Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: 741>zaz .—00y43 ADDRESS/LOCATION: rl AAGJ 01V FINDINGS• CQ�i ✓e�c6 FAR R Ail -P1 Dl,Jkj- 144 &r/e v 9etu.r.�t�yl,pro 41es, A-jxAer $'fir✓dCe S Items listed above must be corrected to gain compliance. THIS IS NOT A COMPLETE INSPECTION This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. Make corrections, items will be checked on the next inspection. OK to Date: 1 ZZ ❑ Please contact our office regarding possible Department: �W structural damage incurred by recent ector:Insp "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 MASON COUNTY 360-427-9670 Shelton ext.352 COMMUNITY SERVICES 36 60-482-52 Belfair ext.352 360-482-5269 Elma ext.352 Building,Planning,Environmental Health,Community Health 615 W.Alder St.Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: AW.2,0 12- 00163 ADDRESS/LOCATION: $g I Pan- ► &- Dr A)O FINDINGS: l FOGn . L I arouhC) 6<fe---je-X4 R/QDr to d2 /� lJ�'1Wd� 611 c i n u LA a,AUV lops.L n e k men OKAY +o ,Se'l d o 404-O S 40 D 00%4) P,AAX04 Co Ua71,k)A .60 or 60 791 61 7q Items listed above must be corrected to lain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. ©� ❑ Make corrections, items will be checked on the next inspection. OK to SEND ?hb-ZPS Date: ❑ Please contact our office regarding possible Department: &7 structural damage incurred by recent Inspector: DE19 "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 MASON COUNTY 360-427-9670 Shelton ext.352 360-275-4467 Belfair ext.352 COMMUNITY DEVELOPMENT 360-482-5269 Elma ext.352 Building,Planning,Fire Marshal 615 W.Alder St. Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTIONANSPECTION REPORT PERMIT/CASE NUMBER: i?6wo22, 0 0g63 ADDRESS/LOCATION: g81 PAK7RQ66 r,>R A)k) FINDINGS• ll ;�n •� R^�'l c ��C Q� Gx�io� r,%&744.6--f m wl CO-4ro , e (CS 40 -� b� �D.• Jr gyp{ A,.- c�k-� e� oLl uS c� R c-3 .14,1^9-j ,•� l�, � �o w -k:r "c "4,tr 4n codes Ui4f,,,e..J jk 190 D-4Y TEMP or-COMANQl Items listed above must be corrected to gain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. ❑ Make corrections, items will be checked on the next inspection. ❑ OK to - Date: Please contact our office regarding possible Department: 3j L-1-D structural damage incurred by recent "natural/man made"disasters.This is NOT a Inspector:_ CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 INSPECTION RESULTS Pagel MASON COUNTY Department of Community Development COMMUNITY DEVELOPMENT 615 W Alder St, Shelton, WA 98584 Permit Assistance Center,Budding,Planning (360) 427-9670 ext. 352 Application# BLD2022-00463 Application Type NEW SINGLE FAMILY Owner MORSS COREY &JESSICA RESIDENCE Parcel # 319324400090 Site Address 881 Partridge Dr NW Olympia, WA 98502 Inspector Inspection Type Date Status Comments 4-22-25 DED 1)corner and soffit trim to be completed 2)toe kicks required on stairs at back deck SEND PHOTOS TO DDOBSON@MASONCOUNTYWA.GOV 7-26-24 DED 180 day temp occupancy Dave Dobson BLD-FINAL INSPECTION 04/22/2025 FAIL 5-2-24 DED 1) SEPTIC PERMIT IS NOT"CLOSED" Contact the Mason County Environmental Health dept to get this permit CLOSED. 2)Siding to be completed and all exterior penetrations to be caulked 3)grading and erosion control measures to be completed 4)stormwater system to be completed 5)decks to be completed 6)permanent address to be posted per IRC319.1 guidelines 7)complete bathroom downstairs 8)crawlspace to be dried out and foundation vents opened 9)water heater to be strapped per code guidelines 10) all water heater lines in crawlspace to be insulated. Mason County Mason County - Division of Community Development 615 W. Alder St. Bldg.8 tanv�`� Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us BLD2022-00463 NEW SINGLE FAMILY RESIDENCE PROJECT DESCRIPTION: NEW SFR W/ATTACHED GARAGE ISSUED: 09/02/2022 SITE ADDRESS: 881 PARTRIDGE DR NW OLYMPIA EXPIRES: 03/01/2023 PARCEL: 319324400090 APPLICANT: MORSS COREY&JESSICA OWNER: MORSS COREY&JESSICA 7832 MOUNTAIN-AIRE LOOP SE 7832 MOUNTAIN-AIRE LOOP SE OLYMPIA,WA 98503 OLYMPIA, WA98503 208-660-6553 VALUATIONS: FEES: Paid Due Uncovered Deck 676.00 $10,140.00 State Fee-Residential $6.50 $0.00 R-3 VB Residential, one- 3728.00 $552,974.24 Building Permit Fee $4,084.34 $0.00 and two-family Mechanical Fees $192.00 $0.00 U VB Utility, miscellaneous 621.00 $37,185.48 Plumbing Fees $181.00 $0.00 Covered Deck/Carport 66.00 $1,452.00 Mechanical Base Fee $30.00 $0.00 Plumbing Base Fee $25.00 $0.00 Plan Check Fee $2,654.82 $0.00 Technology Surcharge $143.34 $0.00 Building Plan Review/Change of $125.00 $0.00 Use - Onsite Sewage Planning Review Fee $240.00 $0.00 Total: $601,751.72 Totals : $7,682.00 $0.00 FIXTURES G t Mechanical Fixtures Qty Plumbing Fixtures 1.0000 Dryer Vent(s) 1.0000 Number of Bath Tubs 1.0000 Kitchen Exhaust Hood(s) 1.0000 Number of Clothes Washers 1.0000 Furnace(s) 1.0000 Number of Dishwashers 1.0000 Heat Pump(s) 1.0000 Number of Kitchen Sinks 1.0000 Wood/Gas/Pellet Stove(s) 1.0000 Number of Water Heaters and or Vent Printed by:Amber Selby on:09/02/2022 08:51 AM Page 1 of 8 Mason County Mason County - Division of Community Development 615 W. Alder St. Bldg. 8 ► ` Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2022-00463 (sty Mechanical Fixtures Qty Plumbing Fixtures 5.0000 Spot Vent Fan(s) 2.0000 Number of Showers 4.0000 Number of Hose Bibs 4.0000 Number of Toilets 6.0000 Bathroom Sink REQUIRED INSPECTIONS Setback Inspection Rough- Plumbing Inspection Footing Inspection Mechanical Inspection Foundation Wall-Pre-Pour Inspection Insulation Inspection Slab Insulation Connection has been verified by Health or Utilities Shearwall Inspection BLD-Final Inspection Framing Inspection CONDITIONS * CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting additional inspections. * The international code requires a fire apparatus access road for every facility, building, or portion of a building that is more than 150'from an approved access road. Roads are required to meet the minimum Mason County Fire Marshal standards for Fire Apparatus Access Roads up to the point where such roads connect with a county maintained public road or to another fire apparatus access road which connects to a county maintained public road. * Pressure treated wood manufactured after January 1, 2004 may contain high concentrations of copper which could quickly corrode metal fasteners, connectors, and flashing. Install metal connectors approved for contact with the new types of pressure treated material. * When parcel development requires direct access to state road(s), a Road Access Permit or Approval must be granted and approved by the Washington State Department of Transportation. For more information contact Washington State Department of Transportation, at (206)357-2620, ext. 630. * Retaining walls needed to support a surcharge such as structures, roads, or to support slopes, shall require a separate building permit and approval prior to construction of the retaining wall. * All property lines shall be clearly identified at the time of foundation inspection. * Concrete used for basement walls, foundation walls, exterior walls, porches, carport slabs, steps exposed to the weather, garage floor slabs and other vertical concrete work exposed to the weather shall have a minimum compressive strength of 3000 psi (IRC Table R402.2). Printed by:Amber Selby on:09/02/2022 08:51 AM Page 2 of 8 Mason County Mason County - Division of Community Development `r 615 W. Alder St. Bldg.8 ,v¢* Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2O22-00463 WIND LOADS - Roof coverings shall be designed and tested to withstand the maximum basic wind speed. The basic wind speed for Mason County is 85 MPH. A minimum of 75 percent of all permanently installed lamps in lighting fixtures shall be high efficacy lamps in accordance with IECC/WSEC Section R404.1. Carbon monoxide alarms, listed as complying with UL 2075 shall be installed in accordance with manufacturer specifications and in accordance with IRC Section R315. Alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level of the dwelling. EXISTING DWELLINGS shall be equipped with carbon monoxide alarms when alterations (including addition or alteration of fuel burning appliances), repairs, or additions requiring a permit occur, or when one or more sleeping rooms are added or created. Adopted IECC/Washington State Energy Code Compliance has been approved as follows: Heat Type: Electric or other than electric, Compliance Method: Prescriptive option Marine -4C, Window(Max U- Factor):0.30, Skylight (Max U-Factor):0.50, Doors (Type/Max U-Factor):0.30 or less, Wall insulation R-21, Floor insulation R-30, Ceiling Insulation min. R-49, Vault Insulation R-38, and Slab Insulation R-10. Fuel Normalization Credits: Table 406.2 2 Heat pump Table 406.3— Energy Credits (Single Family) 1.1 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U =0.24 2.3 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum at 50 Pascals or For R-2 Occupancies, optional compliance based on Section R402.4.1.2: Reduce the tested air leakage to 0.25 cfm/sf maximum at 50 Pascals and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code or Section 403.8 of the International Mechanical Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.75. 1 3.2 Air-source centrally ducted heat pump with minimum HSPF of 9.5. 3 4.1 All supply and return ducts located in an unconditioned attic shall be deeply buried in ceiling insulation in accordance with Section R403.3.7. For mechanical equipment located outside the conditioned space, a maximum of 10 linear feet of return duct and 5 linear feet of supply duct connections to the equipment may be outside the deeply buried insulation. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed with mastic. If flex ducts are used, they cannot contain splices. Duct leakage shall be limited to 3 cfm per 100 square feet of conditioned floor area. Air handler(s) shall be located within the conditioned space. 5.5 Water heating system shall include one of the following: Electric heat pump water heater meeting the standards for Tier III of NEEA's advanced water heating specification or For R-2 Occupancy, electric heat pump water heater(s), meeting the standards for Tier III of NEEA's advanced water heating specification, shall supply domestic hot water to all units. If one water heater is serving more than one dwelling unit, all hot water supply and recirculation piping shall be insulated with R-8 minimum pipe insulation. Printed by:Amber Selby on:09/02/2022 08:51 AM Page 3 of 8 Mason County Mason County - Division of Community Development f 615 W. Alder St. Bldg.8 u Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2022-00463 * All permits expire 180 days after permit issuance, or 180 days after the last inspection activity is performed. The Building Official may grant a one time extention of 180 days, upon the receipt of a written extension request prior to permit expiration. Letter must indicating that circumstances beyond the control of the permit holder preventing action from being taken. No more than one extension may be granted. * All RED stamped approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections being performed or approvals granted. * Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. * The stamped approved site plan is required to be on-site for inspection purposes. If an inspection is requested and the approved site plan is not on site, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. * The use, handling and storage of hazardous materials or flammable and combustible liquids in excess of 10 gallons is not allowed without the approval of the Mason County Fire Marshal. * The plan review check list and corrections are part of the approved plans and must remain attached. It is the responsibility of the applicant, owner or contractor to make the required corrections indicated on the plans. Once the plans are marked "APPROVED", they shall not be changed or altered without authorization from the Building Official. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or removal of approved documents will result in failure of required building inspections. * OWNER/BUILDER acknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative, or contractor. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained permission from all the necessary parties, including any easement holder or parties of interest regarding this project. The owner or authorized agent represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection. This permit/application becomes null & void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. * All changes to "approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction. * Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. * All building permits shall have a final inspection performed and approved by Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. Printed by:Amber Selby on:09/02/2022 08:51 AM Page 4 of 8 Mason County Mason County - Division of Community Development 615 W. Alder St. Bldg.8 Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2022-00463 * Installation of heating equipment in a single-family residence shall meet the requirements of the current IECC/WSEC R403, applicable sections of the IRC, and IMC. Heating equipment shall be sized in accordance to ICC/WSEC, Section R403.7. Heating and design load calculations for the purpose of sizing HVAC systems are required and shall be calculated in accordance with accepted practice, including infiltration and ventilation. Design calculations shall be available for inspection during inspection. Referencing IRC M1601.4, all ducts, air handlers, filter boxes, and building cavities shall be sealed. All joints of duct systems and seams shall be made substantially air tight by means of tapes, mastics, liquid sealants, gasketing or other approved closure systems. Closure systems used with rigid fibrous glass ducts shall comply with UL181A and shall be marked 181A-P for pressure-sensitive tape, 181A-M for mastic or 181 A-H for heat-sensitive tape. Closure systems used with flexible air ducts and flexible air connectors shall comply with UL181 B and shall be marked 181 B-FX for pressure- sensitive tape or 181 B-M for mastic. Duct connections to flanges of air distribution system equipment or sheet metal fittings shall be mechanically fastened. Mechanical fasteners for use with flexible nonmetallic air ducts shall comply with UL 181 B and shall be marked 181 B-C. Crimp joints for round metal ducts shall have a contact lap of at least 1-1/2 inches (38 mm) and shall be mechanically fastened by means of at least three sheet-metal screws or rivets equally spaced around the joint. Closure systems used to seal metal ductwork shall be installed in accordance with the manufacturer's installation instructions. Duct tape is NOT permitted as a sealant on any ducts. When ducts are located in unheated spaces the ducts hall be insulated to R-8 DUCT TIGHTNESS TESTING shall be conducted by person(s)trained to perform such testing. A signed affidavit documenting test results in accordance to IECC/WSEC Section R403.3.3 shall be provided to the Mason County Building Department prior to the final occupancy inspection. Affidavit forms are available on at the WSU-Energy Program website titles, "Duct Leakage Affidavit" or"Duct Leakage Testing Results (Existing Construction)." Duct tightness testing is not required if the air handler and all ducts are located within the heated space. * A permanent certificate, completed by the builder or registered design professional, shall be posted on a wall in the space where the furnace is located, a utility room, or an approved location inside the building. When located on the elctrical panel, the certificate shall not cover or obstruct the visibility of the circuit directory label, service disconnect labek, or toher reqyired Iabels.The certificate shall list the predominant R-values of insulation installed in or on ceiling/roof, walls, foundation (slab, basement wall, crawlspace wall and/or floor), and ducts outside the conditioned spaces; U-factors for fenestration; and the solar heat gain coefficient (SHGC) of fenestration. Where there is more than one value for each component, the certificate shall list the value covering the largest area. The certificate shall list the type and efficiency of heating, cooling, and service water heating equipment, duct leakage rates including test conditions as specified in WSEC Section R401.3 & R402.4.1.2, and air leakage results if a blower door test was conducted. Building envelope air leakage control shall be considered acceptable when tested to have an air leakage less than 5 air changes per hour when tested with a blower door in accordanve with IECC/.WSEC Section R402.4.1.2. The blower door test results shall be recorded on the permanent certificate required located near the electrical distribution panel. Air leakage testing is not required for additions less than 500 square feet. Reference IECC/WSEC R402.4.1.2. Compliance certificates are available online at the WSU Energy program website titled, "WSEC 2015 Certificate" and are available in '/4 or%sheets. The Mason County Permit Center will also have some available. Printed by:Amber Selby on:09/02/2022 08:51 AM Page 5 of 8 Mason County Mason County - Division of Community Development 615 W. Alder St. Bldg.8 Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2022-00463 * A Mason County Stormwater Management Worksheet was completed and signed as part of this building permit application. Design, sizing, placement, inspection and maintenance of stormwater management systems shall be the responsibility of the owner/agent of the developed parcel. It is the owner/agent/contractor's responsibility to ensure that Mason County Department of Public Works has approved the stormwater site plan for this parcel prior to the commencement of any development activities. *NOTE if Stormwater Management option "A"was selected on the Small Parcel Stormwater Management Application/Worksheet the document entitled"Managing Storm Drainage on Small Lots, The Small Parcel Stormwater Site Plan"constitutes an approved plan based on the criteria listed on the application/worksheet. If the development has, or will have, a septic/drainfield system you are responsible for contacting Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this, or any other, parcel. You may also wish to consult with the septic design professional involved with the project. By calling for a final inspection of the building permit the owner/agent/contractor is acknowledging that all components of the stormwater management system have been installed as approved on the stormwater site plan. Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25' of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. * Landings and stairs must meet the same setback conditions as any permitted structure; and, must be shown on your site plan. Please check your"Approved Site Plan"to ensure these structures are shown and meet the setback conditions listed. * By definition, propane tanks and heatpumps are structures, which must meet setback conditions. Please check your "Approved Site Plan"to ensure these structures meet the setback conditions listed. * REQUIREMENTS FOR ROOF COVERINGS. Roof coverings shall be applied in accordance with the applicable provisions of the current code and the manufacturer's installation instructions. A drip edge shall be provided at eaves and gables of shingle roofs. * The foundation/footing must be placed on undisturbed, firm-native soil. * When parcel development requires direct access to county road(s), a Road Access Permit or Approval must be granted by the Mason County Department of Public Works. For more information contact Public Works, at (360)427-9670, ext. 450 or 100 W Public Works Dr. Shelton. The building permit will not be finaled until the permit holder can show proof that the access permit from Public Works has been finaled and approved. * All construction must meet or exceed all local and state ordinances in addition to the International Codes requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revocation. * All surface water and potential runoff must be controlled on site and shall not adversely affect any adjacent properties nor increase the velocity flow entering or abutting to any state or county culverting/ditching system or road way. * Concrete encased grounding electrodes must be installed and used at each new building or structure that is built upon a permanent concrete foundation. In Mason County the electrical code is regulated by Washington State Department of Labor & Industries (L&I). For more information contact L&I for additional information. In Olympia call (360)902-6350 and in Bremerton call (360)415- 4000. Printed by:Amber Selby on:09/02/2022 08:51 AM Page 6 of 8 Mason County Mason County - Division of Community Development 615 W. Alder St. Bldg.8 Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2022-00463 * Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25' of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28 and 14.17. * Unnamed Stream has 75 ft vegetative bufferw/additional 15 ft structural setback (90 feet total) required from OHWM. ' On-site Septic System final installation approval required prior to temporary/final occupancy of the residence. ' Applicant/Owner assumes all responsibility if On-site Sewage Components are encumbered. A.) Drainfield/ Reserve requires a 1 Oft setback from all footing/foundations. B.) Septic tank(s) requires 5ft setback from all footing/foundations. C.) No foundation/ Perimeter Drains within 30ft, down gradient of Drainfield/Reserve area. D.) No Cut Bank(s) (greater than 5ft and over 45 degrees)within 50ft, down gradient of Drainfield/Reserve area. A separate inspection in addition to the inspections required in the IBC, Section 110 shall be required in accordance with the 2018 IBC, Section 1705.12.2 and Section 1707.1. The additional inspection is required when shear wall fastener spacing is required to be 4 inches or less. The shear wall schedule shown on sheet 6 designate ALL wall(s)with fastener spacing 4 inches or less. The required inspection may be performed by the Mason County Building Department, a WABO certified inspector, certified to inspect lateral connections, the Engineer of record (EOR), or an authorized representative of the (EOR). The special inspectors duties and responsibilities shall be as specified in Chapter 17. When a third party inspector is used to perform the inspection, special inspection reports shall be submitted to the Mason County Building Department, 615 W Alder St, Shelton, WA 98584 and also available on site for review by the Building Official. Inspection reports shall be completed and submitted to the Mason County Building Department in a timely manner and shall be submitted prior to the framing inspection of said project. * Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. * Provide report from engineer approving the installation and erection of all structural elements. This requirement has been added due to the lack of details and connections on the plans. This report must be provided at time of framing inspection. Please contact the Building Department with any questions regarding this requirement. Printed by:Amber Selby on:09/02/2022 08:51 AM Page 7 of 8 ,7,1 Mason County I' Mason County - Division of Community Development 615 W. Alder St. Bldg.8 Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us NEW SINGLE FAMILY RESIDENCE BLD2022-00463 In addition to the inspections required in IBC, Section 110, the owner, the engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Chapter 17 and as specified by the design professional. The special inspectors duties & responsibilities shall be as specified in Chapter 17. Special inspection reports shall be submitted to the Mason County Building Department, 615 W Alder St, Shelton WA98584 and available for inspection. Inspection reports shall be completed and submitted to the dept. in a timely manner and shall be submitted prior to the framing and final occupancy inspections. *CONCRETE STRENGTH TESTING REQUIRED DUE TO CONCRETE DEISGN CRITERIA BEING GREATER THAN 2,500 PSI (3,500 PSI). REPORTS MUST BE PROVIDED UPON COMPLETION FOR REVIEW AND APPROVAL. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of Laws and Ordinances governing this type of work will be complied with whether specified herein .no The grantin a permit does not presume to give authority to violate or cancel the provisions f ny ther stat I c aw regulating construction or the performance of construction. Issued By Contractor or Authorized Agent: Date: o?IUL/1nZ- Printed by:Amber Selby on:09/02/2022 08:51 AM Page 8 of 8 Special Inspection Requirements MASON COUN n COMMUNm SERVICES 2022-00463 Morss Residence 881 Partridge Dr NW/31 Permit Number Project Title Project Address/Parcel Number Applicants of projects requiring Special Inspection or Testing per Chapter 1704 &1705 of the International Building Code, as amended by Washington State. Please acknowledge and return this form to the Mason County Permit Center. THESE INSPECTIONS ARE NOT PERFORMED BY THE BUILDING DEPARTMENT AND MUST BE PERFORMED BY QUALIFIED SPECIAL INSPECTORS, HIRED BY THE OWNER AND APPROVED BY THE COUNTY PERMIT CENTER. Individuals certified in a special inspection category by Washington Association of Building officials(WABO) or individuals employed by a recognized testing laboratory and under the direct supervision of a Registered Professional Engineer are typically considered qualified at the discretion of the local jurisdiction having authority for enforcement. BEFORE A PERMIT CAN BE ISSUED: The Owner or his/her representative, on the advice of the responsible Project Engineer or Architect, shall fill out completely, sign and submit two (2) copies of the attached "Structural Tests and Inspection Schedule" to this Department for review and approval including any requirements related to the Mason County Municipal Code. The Owner, General Contractor, and Inspection/Testing Agency, where applicable, shall also acknowledge the following conditions applicable to Special Inspection and/or Testing. 1. Inspection/Testing Agency shall submit names and qualifications of on-site Special Inspectors to the Building Inspection Permit Center for approval PRIOR TO PERMIT/S BEING ISSUED. 2. All Special Inspections shall be noted on the approved plans or attached approved documents. 3. All special inspections shall be approved by the County or as recommended by the Engineer of Record (EOR). 4. It is the responsibility of the General Contractor to review County approved plans for additional inspection or testing requirements that may be noted or required per IBC as noted on approved plans. 5. The General Contractor is responsible for proper notification to the Inspection/Testing Agency for items listed on this form. 6. Special Inspectors shall provide detailed reports on company letterhead to the Building Inspector of all required inspection activities. These may also be provided when the inspector visits the jobsite for the scheduled inspection but must be completed before the subject of inspection is approved by the building inspector. 7. Copies of all ongoing laboratory and testing reports shall be sent directly to the Building Inspector by the Inspection/Testing Agency or other responsible party within a reasonable time to test results. 8. BEFORE A CERTIFICATE OF OCCUPANCY APPROVAL CAN BE ISSUED: The Inspection/Testing Agency shall submit a FINAL REPORT LETTER stating that all items requiring testing and inspection have been fulfilled and reported and a final inspection report shall be provided. A copy of the statement is to be maintained at the jobsite for the Building Inspectors review prior to final inspections. Page 1 of 4 Special Inspection Requirements MASON COUNTY COMMUNITY SERVICES ACKNOWLEDGEMENTS Prior to issuance of a building permit, the Owner, on the advice of the Project Engineer or Architect, shall complete, sign,and submit this form to the County Permit Center. Declaration of Owner I, as the owner of the project, declare that the testing agency firm/s or individual/s listed herein are hired by me to perform "Special Inspections" and/or "Structural Testing" in accordance with the provis. ns of the International Building code(IBC)Chapter 17. Corey Morss ay/ZtWint� Owner(print) O r ignature) (date) Declaration of Registered Professional Architect/Engineer I, as the design professional in responsible charge of the project listed herein, declare that the special inspection listed herein are required for this project in accordance with the provisions of the International Building Code(IBC) Chapter. 17. W► T Corey Morss Architect/Engineer(print) M Architect/Engineer Stamp/Signature(date) s���5, r76 � S��HA L --,/,z4, �Lt, Testing Agency Name/Contact Materials Testing and Consulting/(360) info: 534-9777 The Special Inspection/Testing Agency listed above must have a current Portfolio of Qualifications on file with the County LLjer to performing work. Declaration of the General Contractor I, as the General Contractor of the project, agree to comply with the "Contractor R risibility" items noted herein. Corey Morss 0713`tt.w General Contractor(print) G6oWonVctor Signature (date) Page 2 of 4 A Special Inspection Requirements MASON COUNTY COMMUNITY SMV10ES Required Special Inspections International Building Code; Chapter 17: A completed and signed copy of pages 1 through 4 of this form shall be submitted to the "Permit Center" prior to building permit approval. Engineer shall check the applicable items: ❑ Special inspection of fabricated items 1704.2.5 ❑ Submittals to the building official 1704.5 ❑ Structures over 75' in height located in Seismic Design Category D, 1704.6.1 ❑ Structures classified as Risk Category III or IV located in Seismic Design Category D, 1704.6.1 ❑ Steel construction & structural Steel 1705.2.1 ❑ Cold form steel deck 1705.2.2 ❑ Open-web steel joists & girders 1705.2.3 ❑ Cold form steel trusses spanning 60 feet or greater 1705.2.4 ❑ Concrete construction 1705.3 &Table 1705.3 ❑ Shotcrete 1705.3 ❑ Welding of reinforcing bars 1705.3.1 El Material Tests 1705.3.2 ❑ Masonry Construction 1705.4 ❑ Empirically designed masonry, glass unit & masonry in Risk Category IV 1705.4.1 ❑ Vertical masonry foundation elements 1705.4.2 ❑ Wood construction 1705.5 ❑ High Load Diaphragms 1705.5.1 ❑ Metal-plate connected wood trusses spanning 60 feet or greater 1705.5.2 ❑ Soils 1705.6 & Table 1705.6 ❑ Driven deep foundations 1705.7 &Table 1705.7 ❑ Cast in-place deep foundations 1705.8 & Table 1705.8 ❑ Helical pile foundations 1705.9 ❑ Fabricated items 1705.10 Page 3 of 4 Special Inspection Requirements MASON COUNTY COMMUNITY SERVICES ❑ Special inspections for wind resistance 1705.11 ❑ Structural wood 1705.11.1 ❑ Wind resisting components 1705.11.3 ❑ Cold formed steel light frame 1705.11.2 ❑ Special inspection for seismic resistance 1705.12 ❑ Special inspection for structural steel per 1705.12.1 ❑ Seismic force-resisting systems 1705.12.1.1 ❑ Structural steel elements 1705.12.1.2 ❑ Special inspection for structural wood per 1705.12.2 ❑ Special inspection for cold-formed steel per 1705.12.3 ❑ Designated seismic systems 1705.12.4 ❑ Architectural components 1705.12.5 ❑ Plumbing, mechanical & electrical components 1705.12.6 ❑ Storage racks 1705.12.7 ❑ Seismic isolation systems 1705.12.8 ❑ Cold-formed steel special bolted moment frames 1705.12.9 ❑ Testing for seismic resistance 1705.13 ❑ Structural steel 1705.13.1 ❑ Seismic fore-resisting systems 1705.13.1.1 ❑ Structural steel elements 1705.13.1.2 ❑Nonstructural components 1705.13.2 ❑ Designated seismic systems 1705.13.3 ❑ Seismic isolation systems 1705.13.4 ❑ Sprayed fire-resistance materials 1705.14 ❑ Physical and visual tests 1705.14.1 ❑ Structural member surface conditions 1705.14.2 (1705.14.3 through 1705.14.6.3) ❑ Mastic& intumescent fire-resistance costings 1705.15 ❑ Exterior insulation& finish systems(EIFS) 1705.16 ❑ Fire-resistance penetrations and joints 1705.17 ❑ Penetration firestops 1705.17.1 ❑ Fire-resistant joint systems 1705.17.2 ❑ Testing for smoke control 1705.18 ❑ Testing Scope 1705.18.1 Page 4 of 4 THE TRUSS CO 202 RORERT THOMPSON ROAD CENTRALIA, WA 98531 360-669-4200 ROOF PACKET 1 . FEBRUARY 2015 STANDARD PIGGYBACK PIGGY-ALT-B TRUSS CONNECTION DETAIL (ASCE 7-10) 2 X X 6'-U"SCABS,SIZE AND GRADE TO Page 1 of 1 I MATCH TOP CHORD OF PIGGYBACK TRUSS. ATTACH TO EACH SIDE,CENTERED ON MAXIMUM WIND SPEED-REFER TO NOTE BELOW INTERSECTION BETWEEN PIGGYBACK AND MAX MEAN ROOF HEIGHT=30 FEET SUPPORTING TRUSS,WITH(2)ROWS OF MAX TRUSS SPACING=24"O.0 10d(0-131"X 3")NAILS @ 6"OC.REFER CATEGORY If BUILDING ' EXPOSURE B or C TO NOTEI"BELOW FOR ADDITIONAL I j S � I INFORMATION DETAIL IS NOT APPLICABLE FOR TRUSSES I TRANSFERING DRAG LOADS(SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING DESIGNER ARE REQUIRED, PIGGYBACK TRUSS DURATION OF LOAD INCREASE:1.60 (REFER TO TRUSS DESIGN DRAWING) 1/8"GAP 1 i**(2) r 1/4"GAP O 1 14 �� ATTACH PIGGYBACK TRUSS 1 TO EACH PURLIN WITH 1 2-16d(0.131'X 3.5")NAILS TOE-NAILED. i SUPPORTING TRUSS i /7 (REFER TO TRUSS DESIGN DRAWING) I PURLINS AT EACH SUPPORTING TRUSS JOINT AND A MAXIMUM 24"O.C. UNLESS SPECIFIED CLOSER ON TRUSS DESIGN DRAWING.CONNECT EACH PURLIN TO SUPPORTING TRUSS WITH 2-16d(0.131"X 3.5")NAILS EACH. *Ik{1) I **NOTES - — (1)SCABS MAY BE SUPPORTING TRUSS BY LEA PROVIDED THE ON BOTH S DES STRUCTURAL THE O NT,SHEATHING A HING IS CON11N000S OVER THE INTERSECTION BETWEEN THE PIGGYBACK AND A.WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN,OR S.WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12It (2)FOR WIND SPEEDS BETWEEN 126 AND 160 MPH,ATTACH 9'X9"71I6'24/16 SPAN RATED OSB OR 112"32/16 SPAN RATED PLYWOOD GUSSETS TO EACH SIDE OF THE TRUSSES AT 48"OC,MAX-.WITH 3-6d(0.113"X2')NAILS INTO EACH CHORD FROM EACH SIDE(TOTAL-12 NAILS PER PAIR OF GUSSETS). MINIMUM OF TWO(2)PAIRS OF GUSSETS REQUIRED REGARDLESS OF SPAN. s O Al ��A•q_,..,,c �, re$ FOR LARGE CONCENTRATED LOADS APPLIED t`'? 9 TO PIGGYBACK TRUSS REQUIRING A VERTICAL WEB: > ," 49 ••,*��- 1)VERTICAL WEBS OF PIGGYBACK AND SUPPORTING TRUSS +++'`"••9f"+o.•.••• VERTICAL WEB TO MUST MATCH IN SIZE,GRADE,AND MUST LINE UP AS SHOWN EXTEND THROUGH IN DETAIL •s•s+a• r.x•ss►•s•+►*.� BOTTOM CHORD 2) ATTACH 2 x x 4'O"SCAB TO EACH FACE OF PIGGYBACK AND ' , Rym*) p©{TERt. OF PIGGYBACK SUPPORTING TRUSS WITH 2 ROWS OF 10d(0.131"X 3")NAILS .- o SPACED 4"O.C.FROM EACH FACE. (SIZE AND GRADE OF SCABS f3 TO MATCH VERTICAL WEBS OF PIGGYBACK AND SUPPORTING ak••' ••••'•• + TRUSS AND MUST BE MINIMUM 2X4). 3) THIS CONNECTION 1S ONLY VAUD FOR A MAXIMUM CONCENTRATE[ LOAD OF 4000 LBS(@1.15). REVIEW BY A QUALIFIED ENGINEER IS 2/19 j 2 015 REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS,THE NUMBER OF PLYS OF PIGGYBACK TRUSS MUST MATCH THE NUMBER OF PLYS OF THE SUPPORTING TRUSS. . 5) BOTH THE PIGGYBACK AND SUPPORTING TRUSS MUST BE DESIGNED TO SUPPORT THE CONCENTRATED LOAD(S). EMAVE MM LLC j9'J1VAL�`4 � theT-R USSGO E DS-1 3 B up H I P T'RUS 5 -`SO P: GH GR.D .D ETAI L UTILIZING JACK TOP CHORD ATTACHMENT HW csE1aACK HIP C HIP E SETBACK FIAT 2.4 ON AT , ��•��_ HIP B HIP A'EIBACKIPA HIP o- HIP-GRDER \ SEMACK HIP GIRDER it 0 z z k • O O O O O I z w tzu twit . \� r u w m F H r Y F r O < U o V U U tl \ z W W G Wt d Q r FRAMING PLAN Ziod INTE t flMMON TO AILS EACH JACK TUTRUSS \ / - 1NIEfLSECiION.OHE EACH �! SIDE OF JACKTG_ JACK p a a a A PARTIAL SECTION A x THIS ATTACHMENT DETAIL SATISFIES TOP CHORD BRACING REQUIREMENTS FOR IF P� TRUSSES INDICATING PURUN SRAClNG @ 24"OR GREATER SPACING. theTRUSSCO, &BUILDING SUPPLY INC. 2802142r1d AO� 5595BOXJC(25SUMNUi1FA ) 8 A 98390 Weh9te:vr w.thetriz o.com U . . .� DS-1 S BUILDING SUPPLY -INC. AAi IDGE BOARD PERPENDICULAR TO TRUSS SPAN RQOF.RAFTER(TYP.)� 2x6 RIDGE BOARD tOd TOE NAfL 4'-0'MAX P EACH SIDE(TYP.) \\ 2x4 RIDGE POST a 2x4 RIDGE wf BRACE F ROOF' POST6'-0" SHEATHING LONG MAX. /NO BRACE + (TYP-) 2x4 POST o BRACE m ROOF TRUSS w/2-1Dd @ 24'cxt.(TYP.) EA END 1 r } , 2x4 RIDGE POST SPREADER x 4'-0" `o LONG(TYP.) j - POST(TO BEAR ON ROOF DESIGN LOAD:SNOW 25 psf SHEATHING OVER TRUSS) DEAD 10 psf SPREADER MATERIAL:LUMBER:OF.HF OR SPF 3-10d @POST +?k� STM OR STANDARD TO SPREADER NAILS:10d COMMON WIRE 4'-0"MAY, P. 4'-0-MAX P. RIDGE BOARD ROOF SHEATHING 2x4 RAFTER TRUSS TOP CHORD ' @ 24"o.c. wr 2-10d DETAIL S EA.END >.o 5cxi r 10d TOE NAIL I2007 EACH SIDE RIDGE POST POST(TO BEAR ON 2x4 RAFTEFZ POST 6'-0" SpREpp f SHEATHING OVER TRUSS) 2x VALLEY SLEEPER LONG MAX w1 NO BRACE 3-1Od @ SPREADER (CONTINUOUS)vd 2-10d ( 2-1 Od @ TO POST @ EACH TRUSS BELOW SAMFE USE POST BRACE � SAME AS RIDGE POST EACH TRUSS ROOF SHEATHING r 2x4 POST WHEN POST LENGTH SPREADER OVER5�- CONT.(TYP.) TRUSS TOP CHORD ROO ! I SHEATHING DETAIL w sxc + —ROOF TRUSS theTRUSSCD. & BUILDING SUPPLY INC. 2802142nd AVENUE EAST P.O.BOX 1770 SUdNER,WA SAM PHONE(253)863-S5SS FAX(253)691-I M WeDsite:www.thetruss com JANUARY 1, 2009 Standard Gable End Detail ST-GE90-001 - 1 MiTek Industries,Chesterfield,MO page 1 of 2 Typical x4 Lit Od Nailed To W ; 2x_Verticals Wit Od Nails,6"o.c. Vertical Sled i �� VerSca�Stud (4 -16d Cammor fltAGa 1 JL J Nails ( )L eppcE R MiTek Industries,Inc. 16dCommon 1 SECTION 13-B -Wire Nails DIASONAL BRACE r� Spaced 6'c.c. 4'-T O.G MAX {2}-7 Od Common fi Stud or Wire Nails Intu 2x6 2z4 Nat of heCer TRUSS GEOMETRY ANC CONOM SHOWN ARE FOR Il1L15TRATION ONLY. 7yplca'Har$onta!6raee 12 `, NaLad 7e 2x Verticals SECTION A-A vd(4}10d Common Nails A Q Varies to Common Truss Z`S * PROVIDE 2x4 BLOCKING BETWEEN THE FIRST INDIVIDUALDESI ENGINEERING TWO TRUSSES AS NOTED.TOENAIL BLOCKING WINGS FOR DESIGN CRITEAL4 TO TRUSSES WITH A (2)-10d NAILS AT EACH END- ATTACH DIAGONAL BRACE TO BLOCKING WITH (5)-I Od COMMON WIRE NAILS, nlL:� (4)-8d NAILS MINIMUM,PLYWOOD SHEATHING TO 2x4 D SPF BLOCK Diagonal Bracing -L-Bracing Refer Refer to Section A-A to Section B-B 24'Max Roof Sheathin NOTE: i,MINIMUM GRADE OF S2 MATERIAL IN THE TOP AND BOTTOM CHORDS. _ 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND },3„ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. (2)-1 1 3.BRACING SHOWN IS FOR MONTUALTRUSS ONLY.CONSULT BLDG. - ARCHITECT OR'ENGINEER FOR TEMPORARY AND PERMANENT (2) 10d NAILS BRACING OF ROOF SYSTEM. 4."R BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:lx4 SEE OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF — DIAPHRAM AT V-D".O.C. /TrU6 S @ 24" O.C. B.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A / 2x4 STUD AS SHOWN WITH led NALS SPACED 6"O.C.HORIZONTAL BRACE TO HE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. / ATTACHTO VERTiCALSTUDS WITH(4)1 Od NAILS THROUGH 2x4. DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A). Diag.Brace / ATTACHED TO VEATIGAL WITH(4)-16d 7. GABLE STUD DEFLECTION BEETS OR EXCEEDS L/240. at 1 J3' oint COMMON WIRE NAILS AND ATTACHED S. THIS DETAIL DOESNOTAPPLYTOSTRUCTURALGABLES. If ne@f7eCI TbBLOCKINGWTCH(Sa-7DdCOMMONS. S. DO NOT'USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR ' TYPETRUSSES. End Wail - HORIZ%TALBRA.CE (SEE SECTION A-A) ivinunum DIAGONAL 2 ACC-S AL ; Stud Vdlthcuf 1x4 2x4 BRACES AT Stud Size Spac{ng Brace L-Brace L-Brace BRACE 1,13 POINTS . . . - Species and Grade Maxtmure Stud Length 2x4SPFSkMWd 17O.C. 5-1-15 6-1-13 84.7 10.3-13 15-5-12 2x4 SPF Stdttud i r O.C. 4-5-4 5-3-15 7-6-7 9-4-8 14-0-12. 2c4 SPF S dlSlud 24'O.C, 4-1-2 1 4-43 6-1.13 8-2-5 12-3.7 Diagonal brd=over F3'req&e a 2x4 T-Brace attached to one edge. Diagonal braces over IZ-6"squire 2x4;-braces attached to both edges. Fasten T and I braces to narrow edge Of web w4h 1 Dd common wire naffs Bin c.c.,with Sin rr hhum end distance. Brace must cover 90%of diagonal length. MA)QMUM WIND SPEED-so MPH MAX MEAN ROOF HEIGHT.3o FEET CATEGORY If BUILDING EXPOSURE B or C .. ASCE 7-28,ASCE 7-M ASQE 7-oS STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE:1.6o CONNECTION OF BRACING 1S EASED ON MWFRS. • , i DETAL FOR COMMON ANJU, END JACKS THE TRUSS COMPANY 7/8/15 PAGE 1 f MAXLOADIN3 (pVj SPAGNG 2-0.0 SCL 25.0 Plates Increase i.,b $RACING TCDL 8.0 Lumber Increase 7.16 TO?CHORD sheathes TSE#8393S-10 BOLL o.o Rep Stress Iner YES BOT CHORD RK9ti ceft daeWy epplted. B 10.0 MENIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF,DF-L NoA LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF,HF,DF-L No.2 AS.pESiGN REQ'D 20'-011 flag SPLICE CAN EITHER BE 3)(6 MTW PLATES OR 22'LONG 2X4 SCAB CENTERED AT SPLICE WISAWE LUMBER AS TOP CHORD ATTACH TO ONE FACE WI(.131"X3.D'MIN)NAILS 3"O.C.2 ROWS D•0 8.0-0 MOTE:: TOP CHORD PITCH:3112-8112 BOTTOM CHORD PITCH:0112-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE 7 MIN. SPACING=24"O.C. SUPPORTAt&CON ON BY OTHERS OR 2-16d COMMON WIRE {0167DIA X3.6n LGT TOE NAILS SUPPORTS SHALL BE PROVIDED Q4!0'O.C.ALONG THE EXTENSION OF TOP CHORD. OONNL W1316d COMMON (0.19YDIk X 35"LGT)TOE RAILS 2 1 3X4= OO?KWMIUCOMMONWRE .t1t2WA X3.SLGT)TOENAILS (j &60 F.L". 2-0-0 • rats. z-o-o lastis 2-0-0 DIg1>ai a'Fed b)r Terry L Powell,P.E. COW WIS 16d COMMON WIRE(0.164"DA X 3,3'LOT)TOE NAILS 2 1 BOTTOM CHORD LENGTH MAY SE 2'-0' \ 3A= ORABEAWNG BLOCK CONK Hft,6d CC,VMDNI'JIRE(p.162'DIAX3.5')LGT TOE ttM S OR 6EE DETAIL MUS40-T FOR _ 2-0-0 PRmsLRDLOC10NGINFO. MOTfa&AIL1N6 SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT, I WARPOGI-VERIFX DESI(2i PARAiMFdtS AM READ ALL NOTES ON THIS TRUSS DBAWt2iG NO'T S MORE USE. Design valid fnr use vU Aftta co=ecma.This design u txud oaly upon Ps=e!t7s Shown,sad is far an and YAW bm kiiiag eazpm=m be invfalied sad leaded♦eitia4y.AppWnUy of dmipt pmmam end Fopu meoTarafm of.opmp�ss malty of hnddiag desipm Bracing 11owla is tin JaUall rgpod of ia3ry&W web==bm only.Addilioaal ttmp="b=,hg to iny=e;abt*dmiq constuodon L.thc responmWE y of the ttactor,Ahftmul pearffi•.eot bming ad'the ovcnH&uctsue is$e ssap=K*6Muy of the buEdmg design¢For geamsl gaidsnce trgudarg fabdeatiron,gae7Yy etalyd,atonge&hery ffw6om sad bncing mares ANSFM I Qas$ty Cr1ftds,DSR49 and RCS1 T Maing CosnpoaeetS*E9YLxfarmsticmassailable from TruesPratelmsdtr3c,583D'OnofrioRive•Madison,WI53714 'he` us o•jam, VALLEY TRUSS DETAIL ��Mll/SAC - 19 4/26/2004 PAGE: 1 OF 2 LIVE LOAD=fi0 PSF(h1AX) NUTek Industries,lnc_ DEAD LOAD=16 PSF MAX) Western DIvlslon GABLE END,COMMON TRUSS D,O.L.INC=1.15 OR GIRDER TRUSS 85 MPH WINO SPEED,3 SECOND GUST NOTE:VALLEY STUD SPACING.NOT TO EXCEED 48'O,C.SPACING I i i y II y rl Ir r' H f !1 1 II if T VALLEY TRUSS TYPICAL r BASE TRUSSES { (24"O.C.) TYPICAL(24"O.C.) I I I — VALLEY TRUSS TYPICAL GABLE END,COMMON TRUSS b (24"O,C.) \ OR GIRDER TRUSS fl 12 7 8 , SEE DETAIL A,B,OR C / BELOW(TYP.) s - ---._...I& BEVEL VALLEY BASE TRUSS Wl TRUSS (2)(A31'M.0-MIN) TOE N*3/12PITCH) CH 24 CONTINOUS NO.2 SPF TOE-NAIL VALLEY TOE FACE OF THE ROOF Wl TWO i BASE TRUSS WIX3.0"MIN) NAILS INTO EACH I� S BELOW (2){.131"X3.0"MIN) O� o�y7� TOE NAILS I V d VALLE REST DETAIL A DETAIL 4�39 , (BASE TRUSSES SHEATHED) (GREAT ATTACH BEVELED 2x4 CONTINOUS MAY 3 r' �}f NT SPF TO THE FACE OF THE ROOF 0 2014 ) \ W1 TWO(.131'X3.0"MIN) NAILS INTO NOTES; EACH TRUSS BELOW ATTACH VALLEY TO 1,SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0"MAX BEVELED 2x4 W! AND PITCH BETWEEN 2-6/12 BE ELL"X x4 / 2.PROVIDE LATERAL SUPPORT FOR TOP CHORD TOE NAILS ) OF BASE TRUSS WITH SHEATHING(BY OTHERS) DETAIL C 3.MAX WEB LENGTH WITHOUT BRACE(6'-3")WITH BRACE(12'-6} `(GREATER THAN 2 PITCH TOE-NAIL VALLEY TO 4.IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN LESS THAN E/12 PITCH) �., BASE TRUSS W1 SPACING OF VALLEY TRUSSES{24"O.C.)THAN ADDITIONAL T (2)(.131"X3.0"MIN) 2X4 BRACLNG IS REQUIRED. TOE NAILS S.LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS, d svex7mn.v.rlfy dleiQn P---0—mid READ MOTS8 0H MC AND NY'LmEp Aff=j SFBRIDCa lA6t D8114T7lSlDAS USE 7T77 0o';G n vald(cr use any rdfh MRek mo—Im This da>iQn h based oroy upon Paroln�I¢rs SFgwrs,and it Jr an indreiiud Cxeenhack Lene Nee tlA a defTDrt pp�oI�menlan mC Groper inrapanbon d corrpo MAI 4 r o4unwW aorrponenl_ -SWe 109 eeclor.AddflatwldYsdHidudwebmembersonly.AddU rrollempororyb esPonc"Omso{ ve�si u W Mco •4ur�4Inssdee ,bxsrprhown carolr+eghls,cA,as51 pe nw and brcctrp al th e-wag slsualwe is The r+sGanttbmy d the--si O de y,� °SDon'�Y o,ilre robrfepltvt a}rofly caatra4 Horopg,deivery,araction and psxinA.eonPO AXS ril �'«' 9dda em�gm*V . Sally Irtlutnaport a�:wloble hose inm Pple+rulUule.5m tr as�7. Cr11.Ao^GSI-09 am(ICSIt luldttq Cnrttpon.nt,- OnoGpu Om•�a Modaon,WI53779. __.., VALLEY TRUSS DETAIL M)l/SAC - 19 4/26/2004 PAGE 2 of 2 MliTek Industries,In,. Western DNIslon i BEVEL VALLEY ! TRUSS BEVEL VALLEY i TRUSS TOE-NAIL VALLEY TO BASE TRUSS SECURE VALLEY TRUSS W/(2)16d TOE NAILS W/USP RT7 OREQUIVALENT DETAIL D (NO SHEATHNG) DETAIL E (NO SHEATHING) i NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL.E. I. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OF VALLEY TRUSSES(24"O•C, MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF 8ASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. I pa�c0wo,y�, MAY 3 0 2014 wARAWN0-Y.rlJb Qe.(�rt panamrrets and READ NOELS ON TAM AND DW-Vn void iv ure v*wAh"T"cormec"o Thh del gn b boss-on 1NCWDLD 11D1B1CRSFE71g E TADC lOr•T4 Td da3'ORa Yt4a. 77)7 GreeMlCk lane " '�Y of din ppww�aw °��°PK hcorcwro!nn o} b�n pororrlen sf�om and b br on hd+M1euok L�1d Site i D9 m i e cc{ole =of hIMiH4ief web mtcnben on A �mPonenl a�+P�+>dCfUY d b�dlc5n ^4 P°�nt• �� � decla.A perrtnrlanl ero y' dQdWnol lamptra�,track�p b kxare gabifi a nd�spDer-nd wa Ce,ipner.rnckq,hown F-1 aq+lb.Gt Qbs rubdcaitm.9uo11Y cartNol ekg d lha ocelot tDuclir�Q lha ret7ronW'l oI Ne bu y Qenuel b Dx ro cf the 3brGpe'deF+ery•erxibn art-bochg,consuh AG SI/INI QuofRy�.ilo�,pSB•blwd6C11 bull- _____ $Q�ey Il1hYTDOIIOD OVG -km lr II Note kss,lule•�n p'QRp(fA D on, Modi my rm 53719. n9 eemv9nenl ----- -- -- — =-----Mll ek®j i t r MEMO ® Engineering I i DATE: 10/6115 Page 1 of 1 TO: Building Official FROM:Terry Powell, P.E., Principal SUBJECT: The Truss Company Web Member Bracing TSE#8419B-20 Permanent truss web member bracing, when required,will be specified on the truss design drawing (TDD) provided by the truss manufacturer. The SCSI-B3 Summary Sheet which is also provided by the truss manufacturer indicates the allowed methods for providing permanent web bracing when required. Permanent web bracing is only required if specified on the TDD. r110 .. 10/07/15 Dighally signed by:Terry L.Powell,P.E. 12810 N.E. 178th Street, Ste 218 Woodinville, WA. 96072 (425) 481-6601 0 terry@tse-aep.com min,m,. _ e Iv.•+rwP.mw .a a.m.•ws+�• �,6, ..awm,m.w.p.•.rwaa ....n.7J�S,a..a P.wo..ev.,m.ew..P.P.wlo�w�woe'Y..I..:, � o>.,.•s_;.a,.,,..a,>� ,.<�._»er.n=....[.a.w::,,m 7� aax p P y a..�emgy w.�m. ne.Piq+'pml+i+nYnYew.w.moPwr n1..rl.PNiww Pxw WwgCm,[r• .».�P+Pvm PwwwrPw4wv IWq� vYywP.wOTwIUYP.IPwa Pa,w wua� %�awa .nua..nnwuwwuerow.w•O.�wd.�wNww�® u •ww.n �•sePmBwl P.wuluwl0 �Fe•o�P.a swam P��e�.ewP�° w.mlZPe•w _ dlar uau uv.�pa4l �+ftl a,J.41. m•aw9•y..ot fiulaa.H au uu.d[ gym••nwaw w;+v.<�S PdwMv.Y4apxu•n por wP,ne wt _ w4rwp4we4�iP✓•H wy.ro�w.vwrwawa.aws •aFa.�.. wvea+le valMne��wa0a�l:Nx, ` ' ..wl � _ .a.m. n m. a ac.n M•yP 7 o..�w•m+. t�YawwH w�P Ywml[Peu10 "'w'B ee i�w.n wm.!.wm maxa .au.PP+a 4 Mxxb wr,m wwJ _,�� '\.� aa.V P•u.e([taJ»w�q•..a d.�,& f ww...vw wY�vo w�wwe�m�° eYpl.rte..imaww.e.n '�� `` .� -..,..wPw.s do laa lYM..a�mo..Wuu� _ � so.w.xa wu.wwPow..m..Ym P.bi,,ammn,+.x•e.em �Wwa•.ror�an.Pvn�I Me•�MuJal p�n.w�wa.wewe.wal..pw.R.N.x,+w nn..uw.. -.- ��..w r •..,w 6.I.nw•w,n,w•a w.•»n 0.wm�n wump wpoo�+p�an� +'+Woe of ww PaP��pmw elfin -�U� o [• Y�.M.n��a•�� � ° it»w m�iawu�m..a.mo.n.vv wrwedamF,.p so+n __ W.srs me,•vor.vpww.u•..unav .Pa aY,nmrupy�nwmr-Ya.eu+a�,w»..e,www wu.,•.r � o P.m, lwxe 9waoa.n mn.wma P,aw _ __ _ .m. .re.wrw.ae+ nY.4nWl•�x.au•wia•nw�-un�awP WYaP wvl�ww��wa mae.•m, `l,�}�� �~ enoruuasa Ww»aWaIWMMnw,IPw1 .w^w nYarolParvo p.m aw•n�e'oee�ae.m° - "" �Pm9°nP�m.�n: wsaanP.`w.F'�"Fan�.�i®N.".nmewm a•4..m4Vwo..�•maP�% •"••rfW[a.. 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Installing—Instalaclbn ^e^sn...e+a..�n+m�wwrs,ns a — m mb..v.v. um. b R«fH«IoNArrlabe lb.Tbdss M.—d.TYu,ze, g Pul e; .mwi°enc�w °um•P.r�m �ppr�,�et un.o.e,..°�..� 0.ruw. bi}.Irer MiMd).p.ri'Rta..,nip�i'laiim lo�.w°f.ney..ua 0��, q,.mrra.nr+J,A,•n.s,...,.,.°..r•. fr.r.Frn tires r J'/Wrp vmJH).imxrJrss,l A mnrw Me<unlul Nslppb RecommeedNbns for sl le bus s ..•�trw. r.u.rrc,. b.".g iw,p r..... ❑ R•cmm,mm.mJr,� zL ��...n�.<rra,..s bd/v7e-.lK r we.A.• l sr,..w,_.e. u /r ux h'a.da,rw xtrdµl + er.er.r mmr.m �r m ` am-u.q a"�rR (gnsE.unfon EoaalnQ Np,,.,, ri�r y.r cars•D.c.n,er..<don i; n..r ....,m• AA,•T, r.•m.. _.�' "",� nv�".._ri,+l rPpnlmrrr mPoxo.o-«.m.nm.�.n,.m,.xrbr.r...., tlr``• +..mw. S•. v .nsmlw.a ."«..q b..or..a.m.m•Pr.. '.Yvn,m.rw Handling—Mane/o arm» o...�.rN."e'n,r'","�"'.ab.e"�x:.y..«. / „,,,.m,..pe. ""_"• 0.r..r.en" ir�"a.w.m°p1r... �" �b•.x � - ~m... �� ®.r - . _ �r�rr..r.W w.rr.�r xrw.. A CL 0 Ir°r rr rr Fwmn,N,..,Dm h.i.F.lpr.�brls• TqyM� p�+--ay-"�-f 'l��--] ME w�..s.p•ru ary � � rv°�°N.""wrrpr°°wer..�.«.y�vI•��'� I""Y�iwr�.� -.{J� .x.n ® ti�pr.+ ..u.w...u•rur+.«✓.. .Tirr..brrsnbrnr p.�Ry`-L1 mN rr.rrmr.pw.rno,w.muru+.uwrw ra.N u4�.Pmwn ®. uebfr.rruw rer.un..rr.v...u. rirzova,'ll �M..rrbwbrr°wrr Mub..w°m..v..� dnwbrw bE°"�D'.•..<.e.,��'.°,rrw�w.a�.,mmm,em�x.".r .w "ter. xux wrbra.L Iswba F.vD.r...i.ba«.mp«ub.r_..e.p,.,.°m.w.... s.n..� �aN.Tr.Yr.ra•rr..°�°r.rrY1••• n.r. Imb1laU.r N Sbgb Trm..s by Uand a.�eaR =.I.4ranbm/erf.N 1YrsN. �LATERAL RESTRAINT& BRA CING ACING ARE u m'rr•'•rb.'P a" d .�sI1..4 drM NERy IMPORTANT ®robrwrrrw,aYrr,w.r�• P ®—t �.'Z�-eyr.r�a uf.-.p�i'yi 1�a Bo'D�3x_at.- ~Ireqrlww„r✓"L°.O�fi nvna�em,.I loaw`n�b ws.l esxprryu.mN°,r.n erws=ey, T�',�.tY`rf:. R"IFTc•Eu•.Rx P.EaSR[sK.,CuI"d xNe-A T �Y= RRIbR�•er D. G�ON•Aa.Sr+N RNI ."..�A.••iW• �® rv.L �_u.r.rDb rr�ymsT°n-w wAr r�rnan,rrrra•trrlb"r,.f.niinK.. I...n..°ru..rrp � �w+.°ripb•rrr,..r"irrrP.rM a°.w. } ',"an0'u,"" " tlf �"'�T °1r•'•'""• Temporary Restraint&Bracing \ • pr rb'mr e.P...•.�°�° w.a>,°� •�+oar.-�n^�`•md°�°"�°" RestricciSu y Arriost—Temporal ,.,�.a'�...,. mr,.�„np�,�pl...�«��.,r,....,n, ._�e.pr+r i��r' ®T,r.,.r•.L..r«r..na..o�.rr�«....e.p...p.mr...b. Li •. .. .a ml.r l.,.Inu I•Jpr• �bN°•'..ry "•" wM..r,IF�apO,Av�YWunaFeM.rMrtlrMbub. rc.�n�rv.muMbpn.:n�en' im re�u..nun°Nsr w:br.rM.r•riwnlF, .ECTpNrw F TF� w.du.an w,m.sobM.Nre.r.a+a. _ Nrw.ry Y.mi r•.xrlm,bd. nu r brrr. rvbNrr �a er..• u «I r_ r. bpgnm�reuwaw un mm 6Y °Cq° �E.w MrnaDR Y �`rrr�rr..rr_r.w..r.r►nrr�.rrr. � �D ouruamr n.elnD.wn,rr,o,rmbawm a _ .ur.arr+ars.rr yix°v+ m.gwr .pvhrbrm.°rP.nu m.mnl .ter.. . .Pb�r.Yrt _.r•rw.r{i rb� m..n r..r..n,'.pwpo-.vMw1•Y. �D m ...e. r`rp r.u•ri ww.w...+��.r�p���ir+r+�Nr�+...... wybra.y.u�n Yn.nawW.ww.:•r. //��.mu.uzyp••°n S CA rrb •q• b+•pr�.rr r ^nrr•rrrwn�.u...w.w.._ / E E. J. 1 ' ' III 1 General Notes Notes enerales traint & Bracing for 3x2 and 4x2 Parallel Chord Trusses g triccidn y arriostre para trusses de cuerdas paralelas 3x2 y 4x2 Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo 10'(3 m)or Diagonal bracing Repeat diagonal bracing _ frequency or location of temporary lateral restraint idenfifique la hecuerfcia o IoralizacJbn de restricc0 Refer to BCSI-B7` 15'(4.6 my every 15 truss spaces 30' - and diagonal bracing.Follow the recommendations lateral y amostre diagonal temporales.Use las - (9.1 m)max. for handling, ace information. installing and temporary restraining recomendaciones de manejo,instalacidn,restrico and bracing of trusses.Refer to SCSI-Guide to y amostre temporal de los trusses.Vea at folleto BI resumen BCSI-B7-para Good Practice for Handling,Installing,Restraining -Guia de Buena Practice para at Manejo,Instalainformacion. _- 8 Bracing of Metal Plate Connected Wood Restricci6n y Amostre de los Trusses de Madera / Trusses'for more detailed information. Conectados con Placas de Metal'para informaciL '�:tYP• - - Truss Design Drawings may specify locations of mas detallada. Apply diagonal brace to vertical 5 2 permanent lateral restraint or reinforcement for Los dibujos de diseno de los trusses pueden espe webs at end of cantilever and at individual truss members.Refer to the SCSI-a3' las localizations de restriccibn lateral permanent bearing locations. All lateral restraints for more information.All other permanent bracing refuerzo en los miembros individuales del truss.V lapped at least two trusses. design is the responsibility of the building designer. la hoja resumen SCSI-83"para mSs infonnacidn. *Top chord temporary lateral restraint spacing shall be 10'(3 m)oc max.for 3x2 chords resto de los disenos de arnostres permanentes sc responsabilidad del diseriador del edificlo. and IT(4.6 m)Ix for 4z2 chords. ®DANGER The consequences of improper stalling — /nstalacidn71NL) (1.1.) Max.Bow Trtaw Length handling,erecting,installing,restraining nces for Out-of-Plane. 3!4" 12.5' and bracing can result in a collapse of the 19 rum 3.8 m structure,or worse,serious personal injury ncias para Fuera-de-Plano. or death. Max.Bow 7l8' 14.6'Lengtll--► 22 rum 4.5 miPELIGR01 EI resultado de un manejo, Length i rlevantamiento,instalaci6n,restriction y ardsotre � Bow 25rum 5.1mincorrecto puede ser la calda de la estructura o * Max.Bow p 21-rum 5 7 m atin peor,heridos o muertos. ------- 1' 4' 1-114" 20.8' A@&W i UvJ Exercise care when removing Length - Plumb 25 rum 1.2 m 32 mm 6.3 m - banding and handling trusses to avoid ./nine 1-1/4" 5' 1-3/8" 22.9' nces for Out-of- f damaging trusses and prevent injury.Wear � ' 32 rum 1.5 m 35 rum 7.0 m personal protective equipment for the �'�" Amm 8' 1-1/2" 25.0' eyes,feet,hands and head when working ncias para Fuera-de- D/50 max I 1.8In 38 mm 7.8 m with trusses. "�� da. T 1-314' 29.2' 2.1 m 44 mm 8.911Utilice caute/a al quitar las ataduraso los pedazos de metal de sujetar para evitar struetion Loadin �' z' z33.3'g a2.4m 51mm 10.1m daAo a los trusses y prevenir la herida personal, sieve el ga de construction � equipo protradivo personal para ojos, pies,manor y cebeza cuando trabaja con DO NOT proceed with construction until all lateral restraint trusses. A @&9n a Use and bracing is securely and properly in place. special care in Utilice cut M.terial HtdgM windy weather or especial a NO proceda con la construccitin haste qua todas las restnc- near power lines dias vent,crones laterales y los arriostres ester;colocados an forma Gypsum Board 12-(305 mm) Handling — Mane o and airports. cerca der apropiada y Segura. � alr3cfricoS Plywood or OSB 16'(406 rum) _ DO NOT exceed maximum stack heights in table at right. /��►��T� aeropuerl Refer to BCSI-B4'for more information. Asphalt Shingles 2 bundles f1�if�Zi Avoid lateral NO exceea las alturas maximas de mont6n.Vea el resumen Concrete Block 8'(203 rum) _ bending. Spreader bar BCSI-B4'para mas informacin. clay Tile 34 tiles nigh for truss Evite le ffexi6n lateral. 1.Based on truss live road of 40 lost or greater.For other conditions,contact a Q a Registered Design Professional. TIM The contractor 2.Install stacks of materials as quickly is responsible for _ O O as possible. property receiving, NEVER stack materials near a peak,at mid-span,on cantilevers or overhangs. unloading and storing the trusses at the Use proper rigging and Use equipo ap.NUNCA apile los materiales cerca de un pico,a Centro de la luz,an jobsfte.Unload trusses to smooth surface hoisting equipment. ado para lever'cantilevers o alems. to prevent damage. a improviser. E/contratista tiene la responsabilidad de recibir, DO NOT overload small groups or single trusses. descargar y almacenar adecuadamente IDS NO sobrerargue pequeAos gropos o trusses individuales. trusses an la obra.Descargue los trusses sobre Line superficie lisa pare prevenir e/dailo. loads over as many trusses as possible. ue las cargas sobre tantos trusses como sea posible. ion bads over bad bearing walls. C ue las cargas sobre las paredes soportantes. MO Id,111A rations—Altteraciones Refer to BCSI.85.' Truss braceng not shown fixclady. - S Ix f. Vea at resumen BCSI-B5.' (S)DO NOT NOalmacene h store unbraced calmente los tru DO NOT cut,after,or drill any structural member of a truss unless Trusses may be unloaded directly on the ground at bundles upright. sueltos. specifically permitted by the truss design drawing. the time of delivery or stored temporarily in contact --- with the ground after delivery.If trusses are to be NO torte,altere o pedore ningtin miembro estructural de un truss,a stored for more than one week,place blocking of menos qua esta especificamente permitido an at dibujo del diseifo del truss. sufficient height beneath the stack of trusses at 8' (2.4 m)to 10'(3 m)on-center(oc). Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Los trusses pueden sec descargados diredamente an el suelo an equal momento de entrega o alma- Trusses qua se han sobrecargado durante la construction o han silo alterados sin Is autor- cenados temporalmente an contacto con el suelo Jzaci6n previa del Fabricante de Trusses,pueden hacer nulo y sin etedo la garantia limdada del despuas-de entrega.Si Jos trusses estaran guarda- Fabricante de Trusses. dos para mas de Una Samaria,ponga bloques de .^ altura suficiente debajo de la pila de IDS trusses a 8 t the component Manufacturer for more information or consuh a Registered Design Professional for assistance. haste 10 pies an Centro(oc). .. -'�" • " 'E:The truss manWadurer and Iuss desigrher rely on the presumption that the contactor and crane operator(if applx'able)are DO NOT store on NO almacene essionals with the capability to undertake the work they have agreed to do on any given proted.If the contractor behaves a needs If trusses are to be stored for more than one week, uneven ground. tierra desigual.stance in some aspect of the construction project.it should seek assistance from a competent party.The method.and procedures cover bundles to protect from the environment. had in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. se recommendations for handling,installing,restraining and bracing trusses are based upon she collective experience of leading Para trusses guaniados por mas de Una Samaria, .yonnel involved wah truss design,manufacture and installation,but must,due to the nature of responsibilities Involved,be presented s a GUIDE for use by a qualified building designer or con to tracr.It is not intended that these recom mendations be interpreted as cubra los paQUefBs para profBgaII05 del embiente. i�nor to the building deeigner•s design speafication for handling,installing.restraining and bracing busses aria it does not prelude the of other equivalent methods for restraining/bracing and provding stability for the walls,columns,noors,rook and all the interrelated Refer to SCSI*for more detailed information pertaining - - plural building components as determined by the contactor.Thus,SBCA expressly disclaims any reeponsibildy for damages ansing to handling and jobsde storage of trusses. a the use,application,or reliance on the recommendaWns and information contained herein" Vea at folleto BCSI•para informaci6n mas detallada — — ���� sobre el manejo y almacenado de los trusses an at Sitio de trabajo. 2701 E.Grauwyler Rd.•Building 1,DPT#1026•Irving,TX 75061-3414 608-274-4849•sbcacomponents.com Bt WARN11 x17 200804 I B a I x I w 1 1 r Mr, ' y , s 80-Phone Quote -PPCH100 DL Production List D T Job#: J1126894 D heTRUSSco. s Residence/ Inv# 0185801 &sunDuaG SUPPLY INC. P 881 Partridge Dr NW Sch.Del Date: 1/30/2023 202 Robert Thompson Road Olympia WA 98502 Cust.Acct#: Centralia WA 98531 o Category: Residential Phone: 360 669-4200 FAX: g ry' Job Name: Corey Morrs Product: Roof Model Name: Name: Designer Chance Powell Model#: Subdiv: Phone: Sales Rep: Cole Helgeson Cust Ref#: Email: P.O.#: otes: Corey-208-660-6553-mors0158@gmaii.com-MW Roof Trusses Qty TC Pitch Span TC I L-OH L-Cant L-Stub L-Heel Wt. PCs Label Profile Ply BC Pitch Height BC R-OH R-Cant R-Stub R-Heel Tot.Wt. BF A01 1 12/12 24-00-00 2 x 6 2-00-00 - 8-00 194 17 pcs 1-ply 10-06-00 2 x 6 2-00-00 - 8-00 194 100.33 Attic Supported Gable Notes: A02 14 12/12 24-00-00 2 x 6 2-00-00 - - 8-00 171 154 pcs 047L�N 1-ply 10-06-00 2 x 6 2-00-00 - - 8-00 2398 1278.67 Attic Notes: /\_ 1 12/12 20-00-00 2 x 6 2-00 00 = _ 1-09-11 159 17 pcs B01 1-ply 12/12 12-07-12 2 x 4 2-00-00 1-09-11 159 81.33 Roof Special Notes: 9 12/12 20-00-00 2 x 6 - - - 1-09-11 147 153 pcs 602 1-ply 12/12 11-09-11 2 x 4 1-09-11 1322 696.00 Roof Special Notes: BK1 46 1-10-07 0 x 0 - - 4-03 2 46 pcs 1-ply 3-08 2 x 4 - - 4-03 100 61.33 Flat Notes:4-hole vent C01 6 6/12 20-00-00 2 x 6 2-00-00 1-09-11 121 78 pcs 1-ply 6/12 6-09-11 2 x 4 2-00-00 - - 1-09-11 728 392.00 Roof Special Notes: P801 L 1 12l12 8-03-09 2 x 6 - - - 0-00 34 6 pcs 1-ply 3-06-00 2 x 4 0-00 34 18.67 Piggyback Notes: PB02 /� 14 12/12 8-03-09 2 x 6 - - - 0-00 37 56 pcs L�// ll �� 1-ply 4-01-12 2 x 4 0-00 517 270.67 Piggyback Notes: Roof Truss Totals: 92/(8)890-05-08(L/F)5451 (Ibs)2899.00(B/F)0(mm/Saw)1304.55(mm/Fab) 527 pcs Misc. Items CITY PRODUCT NOTES 46 2x4 4-Hole Vents Fri 00091215 Kim Griffin Production List- Date: 112712023 Paqe: 1 of 1 1mf2023 S 80-Phone Quote -PPCH100 Production List 0 L D T Job#: J1126894 0 theTRUSSCo. s Residence/ Inv# 0185801 &BUILDING SUPPLY INC. P 881 Partridge Dr NW Sch.Del Date: 1/30/2023 202 Robert Thompson Road Olympia WA 98502 Cust.Acct#: Centralia WA 98531 o Category: Residential Phone: 360 669-4200 FAX: g ry' Job Name: Corey Morrs Product: Roof Model Name: Name: Designer Chance Powell Model#: P� 9 Sales Re Cole Hel eson Subdiv: Phone: Cust Ref#: Email: P.O.#: otes:Corey-208-660-6553-mors0158@gmail.com-MW Roof Trusses Qty TC Pitch Span TC L-OH L-Cant L-Stub L-Heel Wt. Pcs Label Profile Ply BC Pitch Height BC R-OH R-Cant R-Stub R-Heel Tot.Wt. BF A01 1 12/12 24-00-00 2 x 6 2-00-00 - 8-00 194 17 PCs 1-ply 10-06-00 2 x 6 2-00-00 - - 8-00 194 100.33 Attic Supported Gable Notes: 14 12/12 24-00-00 2 x 6 2-00-00 - - 8-00 171 154 PCs 7 A02 1-ply 10-06-00 2 x 6 2-00-00 - - 8-00 2398 1278.67 Attic Notes: B01 1 12/12 20-00-00 2 x 6 2-00-00 = 1-09-11 159 17 pcs 1-ply 12/12 12-07-12 2 x 4 2-00-00 1-09-11 159 81.33 Roof Special Notes: 602 do � 9 12/12 20-00-00 2 x 6 - - - 1-09-11 147 153 pcs 1-ply 12/12 11-09-11 2 x 4 1-09-11 1322 696.00 Roof Special Notes: 46 BK1 1-10-07 0 x 0 - - - 4-03 2 46 PCs 1-ply 3-08 2 x 4 - - - 4-03 100 61.33 Flat Notes:4-hole vent C01 6 6/12 20-00-00 2 x 6 2-00-00 - - 1-09-11 121 78 PCs 1-ply 6/12 6-09-11 2 x 4 2-00-00 - 1-09-11 728 392.00 Roof Special Notes: P601 jj� 1 12/12 8-03-09 2 x 6 - - - 0-00 34 6 PCs 1-ply 3-06-00 2 x 4 0-00 34 18.67 Piggyback Notes: P602 G� 14 12/12 8-03-09 2 x 6 - - - 0-00 37 56 PCs 1-ply 4-01-12 2 x 4 0-00 517 270.67 Piggyback Notes: Roof Truss Totals: 92/(8)890-05-08(L/F)5451 (Ibs)2899.00(B/F)0(mm/Saw)1304.55(mm/Fab) 527 PCs Misc. Items CITY PRODUCT NOTES 46 2x4 4-Hole Vents Prj 00091215 Kim Griffin Production List- Date: 1/27/2023 Paqe: 1 of 1 1/27/2023 TSE E17g117 e Oring Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Re: J1126894 Woodinville, WA 98072 Corey Morrs 425.481.6601 The truss drawing(s)referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company(Centralia). Pages or sheets covered by this seal: I14615115 thruI14615121 My license renewal date for the state of Washington is August 20,2024. L 1,. Np � 04�va,iy�� �7 .fir► � ®.� 19969 4 IN January 26,2023 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type cty Ply Corey Morrs 114615115 A126894 A01 Attic Supported Gable 1 1 Job Reference(optional) The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 19 2022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:32 Page:1 ID:PNYPwD7PTH?spr16glgG6Uyb4p0-RfC7PsB70Hg3NSgPgnL8w3ulTXbGKWrCDof7J4zJC?f -2-0-0 11-5 0, 7-11-15 s 60 15-6-0 19-0-o 22-7-0 �4-0-0 26-0-0 �2-aoTi-s-o� s-�-0 o s-1 7-0-0 o-s o s-7-o 1-5-0 2-0-0 7-8-9 1 4x6- 4x6= 5 38 39 6 an 4 7 v a <o n 12 r °D O 40 3x4+ 37 n 3xa• o r: 0 3x4= 41 0 3 8 o co 3x4- Nm N � � O O O 1 21 204219 18 17 16 15 14 134312 11 10 6x6= 4x6= 6x8= 7-11-15 1 16-0-0 24-0-0 r 7-11-15 8-0-1 8-0-0 Scale=1:63.7 Plate Offsets(X,Y): [2:0-0-0,0-2-4],[2:0-14,Edge],[5:0-44,0-3-12],[6:044,0-3-12],[9:0-0-0,0-2-41,[9:0.14,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) n/a n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.01 9 n/a n/a BCLL 0.0 Code IRC2018/rP12014 Matrix-MS BCDL 7.0 Weight:194 lb FT=20% LUMBER BOT CHORD 2-21=-1 54/366,20-21=1271366, 11)'This truss has been designed for a live load of 23.Opsf TOP CHORD 2x6 DF SS 20-42=-127/366,19-42=-127/366, on the bottom chord in all areas where a rectangle BOT CHORD 2x6 OF SS 18-19=-127/366,17-18=-127/366, 3-06-00 tall by 2-00-00 wide will fit between the bottom WEBS 2x4 HF No.2 16-17=-127/367,15-16=-127/367, chord and any other members,with BCDL=7.Opsf. OTHERS 2x4 DF Stud 14-15=-126/366,13-14=-126/366, 12)Ceiling dead load(10.0 psf)on member(s).4-5,5-6,6-7 BRACING 1343=-126/366,12-43=-126/366, 13)Provide mechanical connection(by others)of truss to TOP CHORD Structural wood sheathing directly applied or 11-12=-126/366,9-11=-126/366 bearing plate capable of withstanding 195lb uplift at 6-0-0 oc pudins,except WEBS 4-17=-577/270,7-15=-577/257 joint 17,182 lb uplift atjoint 15,267 lb uplift at joint 18,5 2-0-0 oc puriins(6-0-0 max.):5-6. NOTES lb uplift at joint 19,214 lb uplift at joint 20,233 lb uplift at BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 1) Wind:ASCE 7-16;Vult=110mph(3-second gust) joint 21,267 lb uplift at joint 14,6 lb uplift at joint 13,214 bracing. Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat. lb uplift at joint 12 and 239 lb uplift at joint 11. II;Ex B;Partially Enclosed;MWFRS(envelope) 14)This truss is designed in accordance with the 2018 REACTIONS (size) 12=24--0,,13=2 -0 11=24-4-0 p y International Residential Code sections R502.11.1 and 12=24-0-0,13=24-0-0,14=24-0-0, exterior zone and C-C Exterior(2E)-2-0-0 to 1-1-0, 15=24-0-0,17=24-0-0,18=24-0-0, Interior(1)1-1-0 to 4-3-1,Exterior(2R)4-3-1 to 19-8-15, R802.10.2 and referenced standard ANSI/TPI 1. 19=24-",20=24-0-0,21=24-0-0, Interior(1)19-8-15 to 22-11-0,Extedor(2E)22-11-0 to 15)Graphical puffin representation does not depict the size 30=24-0-0,33=24-0-0 26-0-0 zone;cantilever left and right exposed;end or the orientation of the pufin along the top and/or Max Horiz 2=167(LC 11),33=167(LC 11) vertical left and right exposed;C-C for members and bottom chord. Max Uplift 11=-239(LC 13),12=-214(LC 38), forces&MWFRS for reactions shown;Lumber 16)Attic room checked for U360 deflection. 13=-6(LC 13),14=267(LC 19), DOL=1.60 plate grip DOL=1.60 LOAD CASE(S) Standard 15=-182(LC 13),17=-195(LC 12), 2) Truss designed for wind loads in the plane of the truss 18=-267(LC 19),19=-5(LC 12), only. For studs exposed to wind(normal to the face), 20=-214(LC 36),21=233(LC 12) see Standard Industry Gable End Details as applicable, Max Grav 2=498(LC 20).9=498(LC 21), or consult qualified building designer as perANSI/rPI 1. ,kA 11=527(LC 38),12=121(LC 13), 3) TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate 13=189(LC 24),14=-29(LC 13), DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0; Z� U t, 15=920(LC 24),17=935(LC 23), Cs=1.00;Ct--1.10 � %VAST 18=-29(LC 12),1 9=1 88(LC 23). 4) Unbalanced snow loads have been considered for this 20=118(LC 12),21=527(LC 36). design. 30=498(LC 21),33=498(LC 20) 5) This truss has been designed for greater of min roof live FORCES -Maximum Compression/Maximum load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on Tension overhangs non-concurrent with other live loads. TOP CHORD 1-2=0/93,2-3=-521/308,3-36=-536/44, 6) Provide adequate drainage to prevent water ponding. t, 36-37=-491/93,4-37=-409/234,4-5=571/50, 7) All plates are 2x4 MT20 unless otherwise indicated. 19969 5-38=-347/34,38-39=-347/34,6-39=347/34, 8) Gable requires continuous bottom chord bearing. �S k�C►s-1��t�9 6-7=-571/60,7-40=-408/215,40-41=491/731 9) Gable studs spaced at 1-4-0 oc. 8-41=-536/18,8-9=-521/35,9-10=0/93 10)This truss has been designed for a 10.0 psf bottom (� V chord live load nonconcurrent with any other live loads. January 26,2023 A WARNING-VM/y design parsmetes and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer,For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVIPI1 Quaky Criteria,DSB-89 and BCSIII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. tY12TRUS ;CO.INC. Job Truss Truss Type Oty Ply Corey Morrs J1126894 A02 Attic 14 1 114615116 Job Reference(optional) The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 19 2022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:34 Page:1 ID:PNYPwD7PTH?sprf6glgG6Uyb4pO-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f 2-0-0 4-1-12 7-10-4 12-0-0 __16-1-12 f 19-10 4 24-0-0 26-Q 0_I 22-0 00 4-1-12 3-8-8 4-1-12 4-1-12 3 8-8 4-1-12 2-0-0 5x6= 5x6= 4 25 5 26 6 121— 15 7x8= 2x4 2x4 243 N 727 o .0 o 0 23 28 22 29 2 8 m 12 11 10 1 9 4x4= 3x4= 5x6= 3x4= 4x4= 8-0-0 16-0-0 24-0-0 8-0-0 8-0-1 8-0-0 Scale=1:59 Plate Offsets(X,Y): [4:0-3-12,0-3-0],[6:0-3-12,0-3-0],[75:0-4-0,0-2-0] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 10-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.14 10-12 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.02 8 n/a n/a BCLL 0.0' Code IRC2018rfP12014 Matrix-MS Attic -0.09 10-12 >999 360 BCDL 7.0 Weight:171 lb FT=20 LUMBER 1) Wind:ASCE 7-16;VuIt=110mph(3-second gust) LOAD CASE(S) Standard TOP CHORD 2x6 DF SS Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat. BOT CHORD 2x6 DF SS 11;Exp B;Partially Enclosed;MWFRS(envelope) WEBS 2x4 HF No.2*Except*15-5,12-3,10-7:2x4 DF exterior zone and C-C Exterior(2E)-2-0-0 to 1-0-0, Stud Interior(1)1-0-0 to 3-7-5,Exterior(2R)3-7-5 to 20-4-11, BRACING Interior(1)20-4-11 to 23-0-0,Exterior(2E)23-0-0 to TOP CHORD Structural wood sheathing directly applied or 26-0-0 zone;cantilever left and right exposed;end 6-0-0 oc puriins,except vertical left and right exposed;C-C for members and 2-0-0 oc pudins(6-0-0 max.):4-6. forces&MWFRS for reactions shown;Lumber BOT CHORD Rigid ceiling directly applied or 10-0-0 oc DOL=1.60 plate grip DOL=1.60 bracing. 2) TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate JOINTS 1 Brace at Jt(s):15 DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0; REACTIONS (size) 2=0-5-8,8=0-5-8 Unbalanced ed sn 0 Max Horiz 2=167(LC 11) 3) Unbalanced snow loads have been considered for this design. Max Uplift 2=-71(LC 12),8=71(LC 13) 4) This truss has been designed for greater of min roof live Max Grav 2=1322(LC 23),8=1322(LC 24) load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on FORCES (lb)-Maximum Compression/Maximum overhangs non-concurrent with other live loads. Tension 5) Provide adequate drainage to prevent water ponding. TOP CHORD 1-2=0/93,2-22=1538/84,22-23=-1517/85, 6) This truss has been designed for a 10.0 psf bottom 23-24=-1431/103,3-24=-1418/106, chord live load nonconcurrent with any other live loads. 3-4=-1390/134,4-25=-1068/142, 7) .This truss has been designed for a live load of O.Opsf 5-25=-1068/142,5-26=-1068/142, on the bottom chord in all areas where a rectangle 0-00 6-26=-1068/142,6-7=-1390/134, tall by 0-00 wide will fit between the bottom chord and 7-27=-1418/106,27-28=-1431/103, any other members. _I 28-29=-1517/85,8-29=-1538/84,8-9=0/93 8) Ceiling dead load(10.0 psf)on member(s).13-15,14-15 BOT CHORD 2-12=-62/1085,11-12=0/1006,10-11=0/1006, 9) Bottom chord live load(40.0 psf)and additional bottom 1 %VA 8-10=0/1014 chord dead load(5.0 psf)applied only to room.10-12 WEBS 12-13=-10/540,4-13=0/590,10-14=11/540, 10)Provide mechanical connection(by others)of truss to !� 6-14=0/591,13-15=0/1 17,14-15=0/117, bearing plate capable of withstanding 71 lb uplift at joint rA 5-15=-8/88,3-12=-309/191,7-10=-309/191 2 and 71 lb uplift at joint 8. `d NOTES 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and o$ 19y6Q R802.10.2 and referenced standard ANSI/TPI 1. y� 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. oN AI 13)Attic room checked for L/360 deflection. January 26,2023 WARNING-Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE 11,1I/-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quaky Criteria,DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. theTRUSSCO.INC. Job Truss Truss Type 4tY Ply Corey Morrs A 126894 B01 Roof Special 1 1 114615117 Job Reference (optional) The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 19 2022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:35 Page:1 ID:Ym V mz WgKBeVTTPEtKoaZEVyb5ly-RfC?PsB70Hg3NSgPgnL8w3u lTXbGK W rCDoi7J4zJC7f -2-0-0 3-7-11 9-13 10-0-0 13-2-3 16-4-s 20-0-0 22-0-0 2-0.0 3 7-11 3 2-3 3-2-3 3-2-3 3-2-3 3-7-11 2-0-0 5x8■ 5 '1p2 4x4♦ 4x4 1212 419 13 2% 18 7x8 a 21 N 04 14 12 4x4 W Ir-N 7- 3 4x4♦ 4x4 fb Co rn cf c> 4x6# 12L 4x6+ 22 17 18 12 11 I2 4x4. 4x4. 8 1 16 10 9 0 0 3x4 v 3x4a 0 5j8 3-7-11 6-9-13 10-0-0 13-2-3 , 16-4-5 19-s-8 2U Q 0 0.5 8 3 2-3 3-2-3 3 2-3 3-2-3 3-2-3 3-2-3 0.5-8 Scab=1:70.9 [2:0-2-0,0-2-0],[3:0-1-1,0-2-0],[4:0-1-4,0-2-0],[5:0-3-12,0-2-8],[6:0-1-4,0-2-0],[7:D-1-4,0-2-0],[8:0-2-0,0-2-0],[10:0.3-8,Edge],111:0-1-4,0-2-01,[12:0-1-4,0-2-0), Plate Offsets(X,Y): [13:0-4-4,0-3-8],[14:0-1-4,0-2-0],[15:0-1-4,0-2-0],[16:0-3-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.22 13 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0A2 Vert(CT) -0.35 13 >665 240 TCDL 8.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.77 10 n/a We BCLL 0.0' Code IRC201&7P12014 Matrix-MS BCDL 7.0 Weight.159lb FT=20 LUMBER 1) Wind:ASCE 7-16;Vutt=110mph(3-second gust) TOP CHORD 2x6 DF SS Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat. BOT CHORD 2x4 DF No.1&Btr II;Exp B;Partially Enclosed;MWFRS(envelope) WEBS 2x4 DF Stud'Except'13-5:2x4 HF No.2, exterior zone and C-C Exterior(2E)-2-0-0 to 1-0-0, 16-2,10-8:2x6 DF SS Interior(1)1-0-0 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0, BRACING Interior(1)13-0-0 to 19-0-0,Exterior(2E)19-0-0 to TOP CHORD Structural wood sheathing directly applied or 22-0-0 zone;cantilever left and right exposed;end 4-9-2 oc pudins, except end verticals. vertical left and right exposed;C-C for members and BOT CHORD Rigid ceiling directly applied or 6-0-0 oc forces&MWFRS for reactions shown;Lumber bracing. DOL=1.60 plate grip DOL=1.60 ) 10=0-5 8,16=0 5 8 2) TCLL:ASCE 7-16;Pf--25.0 psf(Lum DOL=1.15 Plate REACTIONS (size) DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0; Max) 16=244(LC Cs=1.00; Max Uplift 10=-122(LC 13),16=-122(LC 12) s0 no Max Grav 10=976(LC 20),16=976(LC 19) 3) Unbalanced snow loads have been considered for this design. FORCES (lb)-Maximum Compression/Maximum 4) This truss has been designed for greater of min roof live Tension load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on TOP CHORD 1-2=0/104,2-17=-1997/264,3-17=1902/284, overhangs non-concurrent with other live loads. 3-18=-2947/264,4-18=-2861/275, 5) All plates are 4x4 MT20 unless otherwise indicated. 4-19=-3211/40,5-19=-3171/61, 6) This truss has been designed fora 10.0 psf bottom 5-20=-3206/97,6-20=-3238/76, chord live load nonconcurrent with any other live loads. 6-21=-2835/7,7-21=-2942/O, 7) •This truss has been designed for a live load of 23.Opsf 7-22=-1800/123,8-22=-1928/104,8-9=0/104, on the bottom chord in all areas where a rectangle AL& 2-16=1000/222,8-10=-967/121 3-06-00 tall by 2-00-00 wide will fit between the bottom 'I BOT CHORD 15-16=-317/359,14-15=407/1924, chord and any other members. j 1'. 13-14=-340/2927,12-13=0/2795, 8) Bearing at joint(s)16,10 considers parallel to grain L�1C 1uASy7y 11-12=0/1670,10-11=-57/103 value using ANSIfrPI 1 angle to grain formula. Building C WEBS 5-1 3=-79/4261,3-15=490/68,7-11=483/25, designer should verify capacity of bearing surface. h 4-14=-327/20,6-12=-327/36, 9) Provide mechanical connection(by others)of truss to 2-15=113/1414,8-11=0/1401,3-14=0/963, bearing plate capable of withstanding 122 lb uplift at ty 7-12=-61963,4-13=223/719,6-13=-457/764 joint 16 and 122 lb uplift at joint 10. NOTES 10)This truss is designed in accordance with the 2018 o tF International Residential Code sections R502.11.1 and 19969 R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard January 26,2023 A WARNING-V-,fy desg7n parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quaky Criteria,DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. CO.INC. Job Truss Truss Type Qty Ply Corey Morrs J112f894 B02 Roof Special g 1 114615118 Job Reference(optional) The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 19 2022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:35 Page:1 ID:cJ DgswLmPw9Lgee51RDZKByb4sz-RfC?PSB70 Hg3N SgPgnL8w3u ITXbGKW rC Doi7J4zJC?f F 3 7-11 6 9 13 10-0 0 13-2-3 , 16-4-5 20-0-0 3-7-11 3-2-3 3-2-3 3 2-3 3-2-3 3-7-11 5x8■ 4 40 a 40.+. 121� 316 11 175 15 7x8o 18 40 12 10 4x4 p ar 2 40♦ 40 0 6 o> m 12L 4x6 13 12 9 4x6+ 1 40♦ 40 0 7 �I14 6� a a 30 a 3x4 015j8 3-7-11 6-9-13 , 10-0-0 , 13-2-3 , 16-4-5 19-6-8 20 0-0 Scale=1:68.3 C48 3-2-3 3-2-3 3-2-3 3-2-3 3-2-3 3-2-3 0-5-8 [1:0-2-0,0-2-0],[2:0-14,0-2-0],[3:0-1-4,0-2-0],[4:0-3-8,0-2-8],[5:0-14,0-2-0],[6:0-1-4,0-2-01,[7:0-2-0,0-2-0],[8:0-3-8,Edge),(9:0-14,0-2-0],[10:0-1-4,0-2-01, Plate Offsets(X,Y): [11:0-4-4,0-3-8],[12:0-1-4,0-2-0],[13:0-1-4,0-2-0],[14:0-3-8,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.23 11 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.37 .11 >634 240 TCDL 8.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.81 8 n/a n/a BCLL 0.0' Code IRC2018ITP12014 Matrix-MS BCDL 7.0 Weight.147 lb FT=20% LUMBER 1) Wind:ASCE 7-16;Vult=110mph(3-second gust) TOP CHORD 2x6 DF SS Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat. BOT CHORD 2x4 DF No.1&Btr 11;Exp B;Partially Enclosed;MWFRS(envelope) WEBS 2x4 DF Stud*Except`14-1,8-7:2x6 DF SS, exterior zone and C-C Exterior(2E)0-2-12 to 3-5-8, 11-4:2x4 HF No.2 Interior(1)3-5-8 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0, BRACING Interior(1)13-0-0 to 16-6-8,Exterior(2E)16-6-8 to TOP CHORD Structural wood sheathing directly applied or 19-9.4 zone;C-C for members and forces&MWFRS for 4-8-14 oc purlins, except end verticals. reactions shown;Lumber DOL=1.60 plate grip BOT CHORD Rigid ceiling directly applied or 9-7-14 oc DOL=1.60 bracing. 2) TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate REACTIONS (size) 8=0-5-8,14=0-5-8 DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0; Max Horiz 14=164(LC 9) Cs=1.00;Ct=1.10 Max Uplift 8=-111(LC 12),14=-111(LC 13) 3) Unbalanced snow loads have been considered for this design. Max Grav 8=824(LC 20),14=824(LC 19) 4) All plates are 4x4 MT20 unless otherwise indicated. FORCES (lb)-Maximum Compression/Maximum 5) This truss has been designed for a 10.0 psf bottom Tension chord live load nonconcurrent with any other live loads. TOP CHORD 1-2=-2044/447,2-15=-3047/456, 6) 'This truss has been designed for a live load of 23.Opsf 3-15=-2940/468,3-16=-3176/96, on the bottom chord in all areas where a rectangle 4-16=-3134/116,4-17=-31701152, 3-06-00 tall by 2-00-00 wide will fit between the bottom 5-17=-3200/132,5-18=-2940/292, chord and any other members. 6-18=-3047/281,6-7=-2044/263, 7) Bearing at joint(s)14,8 considers parallel to grain value 1-14=-860/228,7-8=-849/138 using ANSI/TPI 1 angle to grain formula. Building ,") BOT CHORD 13-14=-248/293,12-13=-487/1962, designer should verify capacity of bearing surface. 11-12=-397/2905,10-11=-135I2896, 8) Provide mechanical connection(by others)of truss to �' 9-10=-187/1805,8-9=-25/95 bearinglate capable of withstanding 111 lb uplift at joint P P 9 P 1 WEBS 4-11=-1 57/4206,2-13=-511/127,6-9=-511/82, 14 and 111 lb uplift at joint 8. 3-12=-316/12,5-10=-316/30, 9) This truss is designed in accordance with the 2018 (r 1-13=-267/1474,7-9=-149/1474,2-12=0/936, International Residential Code sections R502.11.1 and 6-10=-20/936,3-11=-1 65/582,5-11=-326/663 R802.10.2 and referenced standard ANSI/TPI 1. b NOTES LOADCASE(S) Standard ��t, 19964 CAS k�e:rst�tL�9 �J January 26,2023 A WARN/NG-Verily d'sign paremerers end READ NOTES ON TN15 AND 1NCWDED mrrEKREFERENCE PAGEMII-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliry of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quarrty Criteria,DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719._ theTRUSSCO.INC. Job Truss Truss Type Qty Ply Corey Morrs J1126894 C01 Roof Special 6 1 114615119 Job Reference(optional) The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 192022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:35 Page:1 ID:PB8hd&PTyRcQg2v9FEEgEyb4ob-RfC?PsB7oHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJC?f I -2-0-0 I 5-2-12 I 10-0-0 I 14-9-4 I 20-0-0 I 22-0-0 z-6 -0 5-2-12 4-9-4 4-9 4 5-2-12 2-0-0 5x6. 12 6r 4 4x4 s 15 16 4x4, 3 5 14 10 17 d) 4x6 s 5x8= 4x6 e 13 18 a ,n 2 6 v 11 9 1 4x4 a 4x4 7 m 12 26 8 0 0 3x4 a 3x4e 0;5s 5 2-12 I 10-0-0 , 14-9 4 19-6-8 2q-o-0 0-5-8 4-9 4 4-9-4 4-9-4 4-9-4 0-5-8 Scale=1:48.1 Plate Offsets(X,Y): [2:0-2-12,0-1-12],[6:0-2-12,0-1-12],[8:0-2-10,0-0-12],[9:0-2-0,0-1-12],[10:0-4-0,0-3-0],[11:0-2-0,0-1-12],[12:0-2-10,0-0-12] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.15 10 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.24 10-11 >988 240 TCDL 8.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.28 8 Na n/a BCLL 0.0' Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight:121 lb FT=20% LUMBER 2) TCLL:ASCE 7-16;Pf--25.0 psf(Lum DOL=1.15 Plate TOP CHORD 2x6 OF SS DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0; BOT CHORD 2x4 HF No.2 Cs=1.00;Ct=1.10 WEBS 2x4 DF Stud*Except*.1 2-2,6-8:2x6 DF SS 3) Unbalanced snow loads have been considered for this BRACINd design. TOP CHORD Structural wood sheathing directly applied or 4) This truss has been designed for greater of min roof live 5-0-12 oc purlins, except end verticals. load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on BOT CHORD Rigid ceiling directly applied or 6-0-0 oc overhangs non-concurrent with other live loads. bracing. 5) This truss has been designed for a 10.0 psf bottom 8= -5 8,12=0-5 8 chord live load nonconcurrent with any other live loads. REACTIONS (size) Max Horiz 0-5- (LC 10) 6) 'This truss has been designed for a live load of 23.Opsf Max Uplift 8=-148(LC 13),12=148(LC 12) on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Grav 8=984(LC 20),12=984(LC 19) chord and any other members. FORCES (lb)-Maximum Compression/Maximum 7) Bearing at joint(s)12,8 considers parallel to grain value Tension using ANSIITPI 1 angle to grain formula. Building TOP CHORD 2-12=-985/235,1-2=0/66,2-13=-2228/280, designer should verify capacity of bearing surface. 13-14=-2205/289,3-14=-2104/299, 8) Provide mechanical connection(by others)of truss to 3.15=-2618/184,4-15=-2563/196, bearing plate capable of withstanding 148 lb uplift at 4-16=-2563/210,5-16=-2617/197, joint 12 and 148 lb uplift at joint 8. 5-17=-2104/274,17-18=-2205/256, 9) This truss is designed in accordance with the 2018 6-18=-2228/255,6-7=0/66,6-8=-985/235 International Residential Code sections R502.11.1 and BOT CHORD 11-12=-78/168,10-11=-244/2060, R802.10.2 and referenced standard ANSIITPI 1. 9-1 O=15612060,8-9=-26/127 LOAD CASE(S) Standard WEBS 4-10=-81/1932,3-11=-483/100,5-9=-483/86, 3-10=0/896,5-10=0/896,2-11=-183H850, 6-9=-135/1850L ���\4'r\S y/1 NOTES t ^' G 1) Wind:ASCE 7-16;Vuft=110mph(3-second gust) h Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat. II;Exp B;Partially Enclosed;MWFRS(envelope) exterior zone and C-C Exterior(2E)-2-0-0 to 1-0-0, ® r r Interior(1)1-0-0 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0, �f 1996t) Interior(1)13-0-0 to 19-0-0,Exterior(2E)19-0-0 to 22-0-0 zone;cantilever left and right exposed;end C ISryt vertical left and right exposed;C-C for members and ��� forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 January 26,2023 A WARNING-V.*d-W parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE M11-7073 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity,of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality Criteria,DSB-89 and BCSI1 Building Component aL. Safety Information available from Truss Plate Institute,583 D'Onorfrio Drive,Madison,WI 53719. uleTRUSSCO.INC. Job Truss Truss Type FIYFPl y Corey Morns J1126894 P601 Piggyback 114615120 Job Reference o tional The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 19 2022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:36 Page:1 ID:aUjZE_FJtfOldX?DprW r2oyb4pD-RfC?PsB70Hg3NSgPgnL8w3u"bGKWrCDoi7J4zJC?f 1 -0-9-41 21 1 I 5-4-15 16-2-4 1 I0-9-4 I 2-8-8 2-8-8 0-9-4 4x4= 12 4 12 r- 2xa rr 2xa rr 0 m 3 5 I 2 6 o 7 10 9 8 3x4= 2x4 it 2x4 it 2x4 it 3x4= I 5-4-15 1 Scale=1:30.9 Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.04 Hodz(TL) 0.00 6 n/a n/a BCLL 0.0 Code IRC2018/TP12014 Matrix-MP BCDL 7.0 Weight:34 lb FT=20 LUMBER 2) Truss designed for wind loads in the plane of the truss TOP CHORD 2x6 DF SS only. For studs exposed to wind(normal to the face), BOT CHORD 2x4 HF No.2 see Standard Industry Gable End Details as applicable, OTHERS 2x4 DF Stud or consult qualified building designer as per ANSI/TPI 1. BRACING 3) TCLL:ASCE 7-16;Pf=25.0 psf(Lum DOL=1.15 Plate TOP CHORD Structural wood sheathing directly applied or DOL=1.15);Is=1.0;Rough Cat B;Partially Exit.;Ce=1.0; 6-0-0 oc purlins. Cs=1.00;Ct=1.10 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc 4) Unbalanced snow loads have been considered for this bracing. design. REACTIONS (size) 1=6-8-8,2=6-8-8,6=6-8-8, 5) Gable requires continuous bottom chord bearing. 7=6-8-8,8=6-8-8,9=6-8-8, 6) Gable studs spaced at 1-4-0 oc. 10=6-8-8,11=6-8-8 7) This truss has been designed for a 10.0 psf bottom Max Horiz 1=53(LC 9) chord live load nonconcurrent with any other live loads. Max Uplift 1=-52(LC 10),2=-39(LC 12), 8) 'This truss has been designed for a live load of 23.Opsf 8=-78(LC 13),10=-69(LC 12), on the bottom chord in all areas where a rectangle 8=-78((LC 3), 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Grav 11=- (LC 9),2=173(LC 19),7=103 chord and any other members. (LC 20), 9),2 (73(LC 9=67=1 9) Provide mechanical connection(by others)of truss to 0),10=175(LC 19).11=,73(LC bearing plate capable of withstanding 39 lb uplift at joint 20), 2,52lb uplift at joint 1,69lb uplift at joint 10,78 lb uplift at joint 8 and 39 lb uplift at joint 2. FORCES (lb)-Maximum Compression/Maximum 10)This truss is designed in accordance with the 2018 Tension International Residential Code sections R502.11.1 and TOP CHORD 1-2=-76/86.2-3=-59/40,34=-79/71. R802.10.2 and referenced standard ANSLITPI 1. 4-5=-75/73,5-6=-30/61,6-7=-69/8 11)See Standard Industry Piggyback Truss Connection BOT CHORD 2-10=-44/75,9-10=-45/76,8-9=-45/76, Detail for Connection to base truss as applicable,or 6-8=-43/75 consult qualified building designer. L• PO WEBS 4-9=-57/12,3-10=-149/112,5-8=-195/126 LOAD CASE(S) Standard 'A ' 7 NOTES 1) Wind:ASCE 7-16;Vult=110mph(3-second gust) rG► Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat. /. h 11;Exp B;Partially Enclosed;MWFRS(envelope) `17 exterior zone and C-C Exterior(2E)zone;cantilever left and right exposed;end vertical left and right Q exposed;C-C for members and forces&MWFRS for sh 19969 reactions shown;Lumber DOL=1.60 plate grip J¢ �ty9 DOL=1.60 �d�NAti'� January 26,2023 A WARNING-Verily design peramefc and READ NOTES ON TW/SAND INCLUDED M?EKREFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVrPII Quality Criteria,DSB-89 and BCSI1 Building Component it, �w�f•f Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. Ll'e y gy�CQ,INC. Job Truss Truss Type City Ply Corey Morrs J1126894 PB02 Piggyback 14 1 114615121 Job Reference(optional) The Truss Company(Centralia),Centralia,WA-98351, Run:8.63 S Nov 19 2022 Print:8.630 S Nov 19 2022 MiTek Industries,Inc.Thu Jan 26 10:17:36 Page:1 ID'xB_1jt6nizt?Bh4w6KJ1 ZGyb4pP-RfC?PsB7OHg3NSgPgnL8w3ulTXbGKWrCDoi7J4zJCTf 1-0-9-4 3-4 4 I 6-8-8 1 5 12 0-9-4 3-4-4 3-4-4 0-9-4 4x4= 3 12r 13 14 C4 R O O� 2 4 G 1 S 6 3x4= 20 n 3x4= I 6-8-8 Scale=1:33.1 Plate Offsets(X,Y): [2:0-2-6,0-1-8],[4:0-2-6,0-1-8] Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 2 n/a n/a BCLL 0.0 Code IRC201&TP12014 Matrix-MP BCDL 7.0 Weight:37 Ib FT=20 LUMBER 3) TCLL:ASCE 7-16;Pf--25.0 psf(Lum DOL=1.15 Plate TOP CHORD 2x6 DF SS DOL=1.15);Is=1.0;Rough Cat B;Partially Exp.;Ce=1.0; BOT CHORD 2x4 HF No.2 Cs=1.00;Ct=1.10 OTHERS 2x4 DF Stud 4) Unbalanced snow loads have been considered for this BRACING design. TOP CHORD Structural wood sheathing directly applied or 5) This truss has been designed for greater of min roof live 6-0-0 oc pudins. load of 12.0 psf or 1.00 times flat roof load of 25.0 psf on BOT CHORD Rigid ceiling directly applied or 10-0-0 oc overhangs non-concurrent with other live loads. bracing. 6) Gable requires continuous bottom chord bearing. REACTIONS (size) 2=6-8-8,4=6-8-8,6=6-8-8, 7) Gable studs spaced at 4-0-0 oc. 7=6-8-8,10=6-8-8 8) This truss has been designed for a 10.0 psf bottom Max Horiz 2=64(LC 11),7�4(LC 11) chord live load nonconcurrent with any other live loads. Max Uplift 2=-68(LC 13), =64((LC 1) 9) 'This truss has been designed for a live load of 23.Opsf 7=-68(LC 13).1 711 (LC 3), on the bottom chord in all areas where a rectangle Max Grav 2=-68 (LC 1), 4=332(LC 1 ), 3-06-00 tall by 2-00-00 wide will fit between the bottom 6=332(LC 19),7=332(LC 20), chord and any other members. 10=332(LC 9), 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 68lb uplift at joint FORCES (lb)-Maximum Compression/Maximum 2,71 lb uplift at joint 4,68 lb uplift at joint 2 and 71 lb Tension uplift at joint 4. TOP CHORD 1-2=0/21,2-13=-225/133,3-13=-1151141, 11)This truss is designed in accordance with the 2018 3-14=-115/141,4-14=-225/133,4-5=0/21 International Residential Code sections R502.11.1 and BOT CHORD 2-6=-49/89,4-6=-10/89 R802.10.2 and referenced standard ANSI/TPI 1. WEBS 3-6=-66/33 12 See Standard Industry Piggyback Pi ALL Truss Connection NOTES Detail for Connection to base truss as applicable,or �� ��1 1) Wind:ASCE 7-16;VuIt=11Omph(3-second gust) consult qualified building designer. Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf,h=25ft;Cat. LOAD CASE(S) Standard Z-` ��NV`S 1 II;Exp B;Partially Enclosed;MWFRS(envelope) 1G> exterior zone and C-C Extehor(2E)0-4-0 to 34-0, O Exterior(21R)3-4-0 to 4-11-9,Extehor(2E)4-11-9 to 7-11-9 zone;cantilever left and right exposed;end V vertical left and right exposed;C-C for members and j f forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 19969 2) Truss designed for wind loads in the plane of the truss �'�LtII K only. For studs exposed to wind(normal to the face), ��� 1 see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. January 26,2023 A WARNING-V&*dea/gn parameters and READ NOTES ON THIS AND INCLUDED MITE'KREFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCS11 Budding Component �L, Safety Information available from Tmss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719. u leTRUSSCO.INC. 3&0600 4-0D-0o �-00-00 24-00-00 2-00-00 4-00-00 A01 C r A T I I m o T 7717 M � _ _V D z G) _ PBO2 — Z >E Fn ON C3 cn 0 1— m X rn z T _ 0 38-00-00 Customer : Corey Morrs Job # J1126894 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design Job Name : Residence Lot # in the specification individual design sheets the building designer. See for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of Address : 881 Partridge Dr NW, ,Olympia,WA 98502 the root and floor system and for the overall structure. The design of the truss support structure including t11e� o. headers, beams, walls, and columns g the Model # responsibility rd the building designer. For general Subd�V�$�ofl : guidance regarding bracing,consult"Bracing of Wood 360-757$500 Trusses"available from the Truss Plate Institute, 583 Date: 1/23/2023 Estimator: Tyler North jDes�lgner�: Cha�ncePowell D'Onifno Drive.Madison,WI53179. Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION 1 Failure to Follow Could Cause Property Center plate on joint unless x,y 4 offsets are indicated. 6-4-8 Damage or Personal Injury dlmenslons shown In ft-In-sixteenths 9 1 Y Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For 1 „ wide truss spacing,individual lateral braces themselves 1 2 3 may require bracing,or alternative T,I,or Eliminator TOP CHORDS bracing should be considered. C1-2 C2-3 3. Never exceed the design loading shown and never WEBS 0 3v 4 stack materials on inadequately braced trusses. cc 7i, 4. Provide copies of this truss design to the building O 6 ' 3 c�" 3 p designer,erection supervisor,property owner and For 4 x 2 Orientation,locate pb = all other interested parties. plates 0- �i 'from outside a edge of truss. 0 5. Cut members to bear tightly against each other. C7-8 C6-7 C5-6 F— BOTTOM CHORDS 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the 8 7 6 5 locations are regulated by ANSI/TPI 1. required direction of slots in Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 8. Unless otherwise noted,moisture content of lumber software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19%at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 9. Unless expressly noted,this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant,preservative treated,or green lumber. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular NUMBERSILETTERS. responsibility of truss fabricator.General practice is to to slots.Second dimension is camber for dead load deflection. the length parallel t0 slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION PRODUCT CODE APPROVALSICC-ES Reports: 12.Lumber used shall be of the species and size,and n all respects,equal to or better than that specified. Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, by text in the bracing section of the 9730,9543,96-31,9667A 13.Top chords must be sheathed or purlins provided at output. Use T,I Or Eliminator bracing NER-487,NER-561 spacing indicated on design. if indicated. 95110,84-32,96-67,ER-3907,9432A 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2006 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, theTRUSSCo. INC. ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. QC - Morss Single Family Residence - 22S213 - Compression Test: Cast by Others: Report *293042 CLIENT Cory Morss DATE 09/15/2022 PROJECT LOCATION WA PERMIT # Inspection Information: Inspection Date: Time Onsite: N/A Feather N/A 09/15/2022 Conditions: Inspection Performed: Compression Test:Cast by Others Field Data (ASTM C-31): Location of Placement: N/A - ----- -- - ---- ------ --�: Sample Location: NIA ' Contmetor. Y liaavel• Subrontrartor:;NIA Sappller/Plant Holroyd t Qty Placed,Cu.20 Slump,Inches(ASTM C-143)or WIC Yd.: Ratio: N/A Concrete Temp, OF(ASTM C-1064):'N/A' Deliver-Ticket$35004 _#: Job Spec.Slump: NIA Ambient Temp, •F. NIA.' Truck#:.NIA Air Content,%(ATSM C-231):'N/A Min Temp, OF:,N/A Batch Time: 1335 Job Spec.Air.i NIA Max Temp, •F: N/A; Sample T1me: NIA Mix *and Proportions: 5551 FA25 J 20C.Y. _. Cement,lbs.: N/A Coarse Agg, lbs.:N/A _ j Admixture,ozJcwt:NIA Flyash,lbs.: _/ Coarse Agg,lbs.:NJA Admixture,oz.Jcwt:NIA ---— - Water,gals.:[N/A Coarse Agg,Ibs.:N/A i Admixture,ozJcwt:NIA Fine Agg,lbs.: /A Coarse Agg,lbs.:N/A Admixture,oz.Jcwt: N-A NIA Gallons of water were added Sample Type & Compression Test Results: Received 09/16/2022 Sample Set l of 1 Type of Compression ;Concrete(ASTM C-39) Test: Lab Tests: New LogTest Total Sample Sample Comp. # IM Age Date of Test Load Dim. Area(Sq. Strength Tested By BType C-6reak 17 C 123I (Days) (Lbs.) (to.) In.) (PSI) 6695 7 09/22/2022 36,376 3.99 12.50 - 2,910 - Mark Peterson 4 j O 6696 28 1 10/13/2022 . 52,156 3.99 I 12.50 4,176 Mark Peterson 3 13 6697 28 1 10/13/2022 57,782 !' 3.99 12.50 4,620 Mark Peterson 3 p 6696 28 1 10/13/2022 57,881 3. 99 12.50 4,630 Mark Peterson 3 O 6699 H _ 0 O O REQ'D 28 3500 Remarks: Average 28 day compressive strength = 4470 psi. AN MM,IM 8*0 MWOOMOWNSM441 Olt IM 0 WOYPOOM MMOW&VA Wft&W Meow W.Wft gMMO~ftM,tIM1l1Y PIMYM,MW&MrMpItMIAd Mbb1M�,11M,M.M�171,M�fMnF 1"OdMM eeafto IINW"016411 LION. Environmental a Geotechuical EnRheering•Special inspection•Non-Destructive Testing•Materials Testing BurlinslonjOlympialSellingbamlSilverdelelTukwile 360.735.1990 www.mtc-*nc.net QC - Morss Single Family Residence - 22S213 - Compression Test: Cast by Others: Report *294303 CLIENT Cory Morss DATE 09/28/2022 PROJECT LOCATION WA PERMIT # Inspection Information: Inspection Date: Time Onsite: NIA Weather Light Rain 09/28t2022 Conditions: Inspection Performed: I Compression Test:Cast by Others Field Data (ASTM C-31): Location of Placement: Halls Sample Location: Halls Contractor.Corey Mors Subrontrartoro N/A - SupplierMlant:NIA Qty Placed, C :N/A Slump,Inches(ASTM C-143)o��i NIA Concrete Temp, IF(ASTM C-1064): N/A, Yd.Delivery Ticket�1A job Spec.Slump:j N/A Ambient Temp, OF: NIA Truck#: NIA Air Content,%(ATSM C-230: N/A Min Temp, IF: N/A1 — L--- Batch Time: N/A job Spec.Air:i N/A Max Temp, IF: N/A Sample Time::N/A Mix 0 and Proportions: 3500psi Cement,lbs.:;N/A Coarse Agg,lbs.:NIA Admixture,ozJcwt:!IV/A ------_�� _.. Flyash,Ms.: Coarse Agg,lbs.:`r1JA _ Admixture,oz./cwt:7V/A Water,gals.:�NJA Coarse Agg,lbs.:X/A ! Admixture,oz./cwt:N/A Fine Agg,lbs.: NJA Coarse Agg, lbs.:TI/A i Admixtare,oz./cwt: N/A NIA'Gallons of water were added Sample Type & Compression Test Results: Received 10/04/2022 Sample Set i of l �' of Compression Test: (ASTM Concrete(AM C-39) -- — I Lab Tests: New Log Test Total Sample Sample Comp. Age Date of Test Load Dim. Area(Sq. Strength Tested By Break ASTM ASiM (Days) (Lbs-) (In.) In.)In.) (PSI) Type C-S17 C-1231 7074 7 i 10/05/2022 , 32,108 3.99 12.50 2,570 Mark Peterson 2 I O 7075 28 10/26/2022 MAW. 3.99 12.50 4,6B0 Mark Peterson 3 1 O 7076 28 10/26/2022 !57,346 ' 3,99 12.50 4,590 Mark Peterson 5 O 7077 28 i 10/2612022 58,978;` 3.99 12.50 4,720 Mark Peterson 1 [3 0 j O O REQ'Q 20 3500 Remarks: Average 28 day compressive strength= 4660 psi. i 0?WON QF***a,aAr"aw.aara*rw"Mf.."Y..MIAon«aso«.offic."wooft.mpw4.4.NmmodIs .ew/v0 pwftoaww..O.""O.Q..W1CpYOw1...mWb....�f.�nM nOnaa,O aaraaw,o PWAVaaawra NWON. , Environments]•Geotechnical Engineering•Special Inspection•Non-Destructive Testing•Materials Testing Burlialloo101ympial8ellinghamlSilverdalelTukwile 360.755.1990 www.mtc-inc.nct Morss Residence Supplemental Structural Calculations Corey Morss, PE September 7, 2023 ���I►AT yF �` 9 52S76 ems' �C�STERE� S7�NA L ENG�� Contents: Foundation Concrete Compressive Testing Summary Dormer Truss Calculation Summary Rafter Connection Calculations Summary Truss Calculations Summary Attachments: Concrete Compressive Test Results Dormer Truss Calculations Rafter Connections Calculations Truss Calculations o Foundation Concrete Compressive Testing Summary: The 2020 International Residential Code,section 404.3.3.1 specifies that all reinforced concrete used in seismic zone D must be of minimum 28-day compressive strength of 3,500 Wine . Mason County residential code specifies a seismic design category of D2,therefore all reinforced structural concrete shall be a minimum of 3,500 Wine 28-day compressive strength. Mason County has required special testing to verify the specified compressive strength. Materials Testing and Consulting, Inc.(MTC)was contracted to perform the destructive testing to confirm the 28-day compressive strength of the concrete mixes used in the subject residential foundation. Casts were made from the concrete mix ordered for both the subject home foundation footings, and foundation stem walls. Casts were taken as recommended bythe testing consultant, Materials Testing and Consulting, inc. (MTC),in standard sized cylinders from concrete delivery trucks in the middle of the pour, rodded, and stored in coolers until firm and delivered to MTC to retain until testing.Casts of the foundation footings were taken on 09/15/2022, and casts taken of foundation stem walls were taken on 09/28/2022. Five casts were taken of each pour, one for a 7-day break, and four to be broken at 28-days, and averaged to confirm the 28-day compressive strength.The compressive test results are attached to the end of this report.The footing tests resulted in an adequate 28-day compressive strength,4,470 psi(attached test dated 09/15/2022)and the stem wall tests also resulted in adequate 28-day compressive strength,4,660 psi (attached test dated 09/28/2022). This testing confirms that the required 28-day compressive strength has been met. Dormer Truss Calculations Summary: As calculated in the attachments,the trusses in the dormers on the second floor as shown on the design drawings, sheets 1 and 6, shall be constructed on site as simple King Post style trusses out of Dough Fir-Larch, No.2 and better lumber,with 7/16"Oriented Strand Board (OSB)gussets on both faces.The top chords shall be 2x6 dimensional lumber, bottom chords and king posts shall be 2x4 dimensional lumber. Gussets shall cover both faces, have a minimum connection area of 16 in with a minimum of 8, 8d framing fasteners per connected member. Trusses shall be connected to dormer walls with Simpson Strong-Tie H2.5 hurricane tie, installed per manufacturer's recommendations. Rafter Connection Calculation Summary: As calculated in the attachments, rafters shall be fastened to the structure using H2.5 fasteners, installed per manufacturer's recommendations. Rafters shall be fastened to the ridge 2x12 with an adequate number of fasteners to ensure a tight connection,though the ridge connection is not intended to prevent separation of the rafters at the ridge. Collar ties shall be provided to prevent separation of the rafters from the ridge beam (2x12) in a wind uplift situation (negative vertical force)and lateral movement of the rafters at the rafter-floor connection (positive vertical force). The lateral movement at the rafter-floor connection results in a higher net tensile load on the collar tie, and the collar tie connection,therefore use the loads calculated without wind loading to approximate worst case loading conditions. Collar ties shall be installed at ceiling height, out of 2x6 Doug Fir-Larch No.2 and Better dimensional lumber,which will also provide adequate dead Load deflection resistance to prevent cracking of sheetrock taping joints and nail/screw heads. Fasten collar ties to rafters at ceiling height with a minimum of 22-0.131"x3"gun nails per end. Truss Calculations Summary: Truss calculations have been performed and provided by theTRUSSco.And Building Supply, attached to this report. Uplift resistance has been provided as required in those computations by use of Simpson H2.5 for trusses A02,shear nailed 7/16"sheathing for Truss A01,Trusses C01, and PB01, roof nailed 7/16"sheathing for trusses PB02, and Simpson H1 for Trusses B01 and B02. Note, on truss A02 had the bottom chord, member 2-12 was cut to facilitate moving a large sliding door into the house, and repaired with use of a 2x6 nailed to both remaining ends of the member. This truss is carries a half span, and is fastened through its length to the exterior wall,greatly reducing the actual loading on the truss members.The attached calculations describe the necessary overlap(12" min), and number of fasteners and fastener type(4 per end, 16d common) to connect the damaged truss. 5 Lkepc cl-� "rv-r c s S A-n o S r:�t- -ram ss A of - 14P Zoo 7 .5- Arjw ,J-+,1w 6 g '' .jI F; Da D O-V&L Att- c9.aITS — STAAWonl of -7Z 'b/A.A4L 1 P PVC t_,,.koc� • V£�n�-is t 8" o C Pem J o*bf- w� U��,F*r Sr s �exlc G F ly'A-r- kPLi = 7 t lb 1456 h.w..l 39fd !b 7 1 'b d� HAY- uoIlI P?, 14 S L� 5,m Pse� t -" ��w►,•J �'�� rb 7 1 Z 2 �6 b� OIL- -1`,,•u s B v2 &44)L u/[. c Ft' = 1( I b usc Tzu uPLIr--r- % l�B 1b s►+ wLM(,1 G WILL 1 p� ;�%t��•. 3 $d s►-�-�►-c T Pam- 7 �s S CZY �► ��� K Mt�d S���tG = 3 44-t`, -7 2 `b�il.4fc_ P' e LJ f�L9 J r 491 1 fro , • a � � 9i�L /�i z�a�-zl ZOO ss�� — q/ I L Z L qi I L = �»�r ►y� Zv Sd s c g L L q� fih = C 'Jai -20 -741-Y -z s 21a1 n&IJ -*T/ 2 L -A-Vcc:,C I>4IrA',� 'ht T l I otf) nc b/ vgw S aQ .yd 9 rl-lwr -Vtt"s �1 9L 141'7aY► 1�1 ►0 9d 55�- � �' 9 L 2L � s��n � sa0� d 9 tom' d S —"a ,.Z °1„ -i-JQ -x� s�1-ttr,► �p -mil--vr� �.�v�"��b'� G4-l_CUL A-fJ� 'DvWelf, -rf t s ca 1 e ar tajl .5 . � - GM.CkL�i E �-��Po,�ls _y G- /. 2 t� �I•C, s + O.5 L� 1 r 3.5 D 3.5 r q3� B��? 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